HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN
TRUSS
COMPANIES
Southern Truss
2590 N. Kings Hwy
Fort Pierce, FL 34951
(772) 464-4160 * Fax: (772) 318-0015
Job Zmber.
J18004992CircJle
/�
7
Customer.
Ryan Homes
6j
Lo�,
Name:
Oakland Lake - Lo
Address:
5336 Oakland LakCity,
ST, Ilp:Fart
Pierce, FL 34
General Truss Engineering Criteria & Design Loads
Building Code and Chapter:
FBC2017frP12014
Computer Program Used:
MiTek Version: 8.23 Oct 2
SCANNED
37.0 p
37.0 psf ROOF TOTAL LOAD
N/A
N/A
St. Lucie County
Wind
Building Authority:
160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise)
St. Lucie County
No. Date Tneis IDlt
1 11/14/18 Al
2 11114/18 A2
3 11114/18 A3
4 11/14118 A4
5 11114/18 A5
6 11114118 A6
7 11/14/18 A7
8 11114/18 As
9 11114/18 AM
10 11/14118 A10
11 11114118 A110
12 11/14/18 CJ2
13 11/14118 CJ8
14 11114/18 HVe
15 11/14118 J2
16 11/14/18 J4
17 11114/18 J4A
18 11114/18 J6
19 11/14/18 J6A
20 11/14118 J8
21 11/14118 J9
22 11114/18 J9AG
23 11/14118 J9G
24 11/14A8 K4
25 11/14/18 KSG
26 11114/18 MV2
27 11/14/18 MV4
This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and
sealing each individual sheet. An Index sheet of the truss designs is attached which is
numbered and with the indentificaticn and date of each drawing.
Engineer of Truss DesigntPa'ILE COPY
Brian M. Bleakly
FL Reg. Eng. No. 76061
2590 N. Kings Highway
Fort Pierce, FL 34951
Page 1 of 1
This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and
sealing each individual sheet. An Index sheet of the truss designs is attached which is
numbered and with the indentificaticn and date of each drawing.
Engineer of Truss DesigntPa'ILE COPY
Brian M. Bleakly
FL Reg. Eng. No. 76061
2590 N. Kings Highway
Fort Pierce, FL 34951
Page 1 of 1
TYPICAL DETAIL @ CORNER - HIP
~ NOTE: NDS=National Design Specifictions
for Wood Construction.
132.5# per Nail (D.O.LFactor=1.00)
nds toe nails only have 0.83 of
'lateral Resistance Value.
12 0
1& OVER
�O
9-9-5
CORNER JACK GIRDER
ALLOWABLE REACTION PER JOINT
UP TO 265p — 2-16d NAILS REG-D.
Q UP TO 394# = 3-16d NAILS REO'D.
J7
use 2-16d
toe nail
TC & Bc.
n
Typical jack 45'
attachment use 3-16C
toe nail
TYPICAL CORNER LAYOUT & 3-16d
Typical Hip —jack
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1—J3 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — — ——
2-16dnails
—————
J5 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — — ——
2-16dnails
--———
J7 TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — — — — ——
2-16dnails
— — — —
HIP JACK GIRDER (C,17) TO HIP
GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — — — — ——
2-16d nails
— — — —
MINIMUM GRADE OF LUMBER LOADING (PSG FM INCR_ DDx
T.Q.2z4 SYP 2 L 0 FEC2D17
6.C. 2a4 SYP #2 . TOP 20
wms 2.4 SYP No3 Bomm DD 10
SPACING 24' O.D.
4-SOUTHERN
TRUSS
COMPANIES
hW/�.seatnarm,aamm
Fort Pierce Division
2590 N. Ke,9FL Highway.
Fort4951
(SDD)232-0509 (772)464-4160
Fax:(772)318-0016
Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-454-4.16D
TYPICAL DETAIL (9 CORNER - HIP
NOTE NDS=National Design Specifictions
for Wood Construction.
132.5# per Nail (D.O:LFactor=1.25)
nds toe nails only have 0.83 of
lateral Resistance Value_
12
1OVER _ wz) 1-0 EgG)
HIP GIRDER
12 O
15�
-0-14
CORNER JACK GIRDER
ALLOWABLE REACTION PER JOINT
® UP TO 265# — 2-16d NAILS REQ'D.
UP TO 394# = 3-16d NAILS REQ'D.
use 2-16
toe nail
TC & Bc.
Typical jack 45'
attachment
i
J1KMGRMMDER)
J3I
� of
I
toe nail Q
TYPICAL CORNER IAYOUr & 2-16d
O
n
Typical Hip —jack'
attachment
CHORD
HANGERS
FASTEN ER
GIRDER
JACK
J1—J3 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — — ——
2-16dnails
— — — ——
JS TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — — ——
2-16dnails
— — — ——
TC
————--—
3-16dnails
— — — — —
BC
—-——--—
I 2-16dnails
— — — — —
HIP JACK GIRDER (CJ5) TO HIP GIRDER
TC
— — — — — — —
3-16d nails
I
— — — — —
BC
— — — — — ——
2-16dnails
— ———
IIMUM GRADE OF LUN
T.C. 3a4 SP 0
B.G - 2a4 EYP /2
WEBS 2:4 SYP N0.3
L O
TOP. TO
BOTTOM 00 10
SPACING 24' O.C.
For
TRUSS t Pierce Division
2590 N. Kings Highway,
COMPANIES (800)232 0509'(772)46�160
Fox:(772)318-0016
Brian M. Bleakly Struct Eng #76051 2590 N. Kngs Highway, Ft Pierce, FL 34951 772-464-416D
Hangers
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11 Uplift Imdshave been haeased 60%for wind or seismic loads; notudlwrinmeasedu0 he permitted. '
2)16d sinkes(0148 dm.x3-114•long) may be used at 084 of the table load where 166 cummonsam speci ed.This dog not applyto JUS, HUS, MUSsWdnall hangers.
3) FmJUS, HITS, and MUS hangers Nails mostbe driven site 30'to 45'angle through thejoist mtruss mto the headerto addeve the table loads.
4) RAMS` 10dx 1-1/2' nails we 0.148' dia x 1-12' long, 10dnxOsam 0.148' dia x 3' long, 16d nab one 0.16T dia. x3-12' long.
New pmducls or updated product information me designated in him font.
Cdrroslon Finish E5lainle-w Steel 1 GOId Coat EEHDG OTriple Zinc
112 CDrltinUed an next page
Copyright 0 2018 Weir Industries, Inc. All Rights Reserved
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LOs263.
18'.-.
4-5181
4-112
:..2
1
-.�
-4
•l6d._
4-_
led ._.
1040'
1185
.1220�
1355
-- -
SIHE
- ,^
1126-3
1fi
4518
3,1/4
2
1
'
8
led ...
2.
10d -
1000:
1120
1165
_380'"'
8.:.
led
2
101i-
1165
11.
1165
380
{3)2x6°-
M
HU263'
-
14,'
'4-5/8
III
..
412
2-1/2
1-1/8
1fid'
x-
6
1- .
1230
AM
149D
780 :
5,
Niai
12
:185O
'200
2235
� 1170
-
.. -
::
.1M263F
_
' RUC26-3 :
14,
4-1
472.
2-12
•:
-
Min
. 8;
s ` _
t6d
'.. ,::
4
j e :1230
10A
- _
:1390
1490.
,.780
F2
FZ
12.
6-
1850
2085.
2235'
..1170-
JUS26-3
LUS26-3
18
4-5/8
4-12
2
1
-
4
led
4
led
1040
1185
1220'.-
1355
JUS283
LUS28-3
18
4SM
6-3/8
2
1
6
16d
4
led
1325
1510
1645
'1355
SUH26.3
U263
16
4-5+8
5-1/4
2
1
8
led
2
10d
1000:
,1120.
-1165.
3BW
8
16d
2
led
1165
1165
1165
` 380
HD263
NU26-3
14
45B
412
2-12
1-18
Min
8
16d
4
10d
1230
;1390
1490
'780
Max
12
6
1850'
20a6
2235
1170
(312x8
HD28-31F
HUG26-3
14
45R
412
2-12
-
Min
e
18d
4
18d
_LM
1311
1490
- 780
Max
12
6
1850
2085
2235.
:'1170.
HD28-3
-
14
4.58I
6-38
2.12
1-18
Min
10
led
4
10d
1540:
1735
1865.
--788
Max
14
6
2155
24M
2610.;
1170.
HD23-.%F
-
14
4-541
6.3/8
2-112
_
Min
1n
led
4
led
1540
1735
1869
"780
Max
14
6
2155
'243D
2610.
-1170
,... -"
-JUS7B-3'; "-.'
1-.LUS28-3'
18_:
4-518
6-38':'.;2
. 1
'.-.
6.:
:: 16d-
:4:
led:
,'.1325
,1510
1645
€1355-
'
JLW0-9..,- f-!11tc�
M .
'18 `
-4518
8-318•
': 2
-1
-'..
a,-
N6d'
6
-,16d:-
1845
'2105
'MO
, 1980'..
D2103.,
•78 '
4-518
&3.8.:
;: 2•
1 _11414
�.70d'-.
b
aOd"=
1750
1965
:2120
. 1135
14.
`2060'23352520'.7135
4=518
&W ,
2-12
1-18t6d
10
/4
-
..
4
, •.,: °,
1735
Y865.::780i14
. 8'
2155
2430
2610
-117014,
4516
6-3I8
212104:7540
::'.=
..-„ _
77351865
:=760�,14
B
- 2155
2430
2610
.1170 �
HU2103°;
14
'4i18
8-1/4
2-'iTt
71Bled
14-
14
"-
. ..
6
70
••
.r led
_ ,-;_,•
- 21552610
,117D
'HD270-3
'21553475-alEO,14
:.
-M210-31F_
HUG2103
14.
±1-518
8-7F1
2=12
-2D
...'
1
6
•10.
tOd;..-
2155
2430
200
1170.
3W,.3SM
1y50..
3.HUfA210-3
' 14'.
•.43r3
.. ,,9.-
_8
Y=1
,2'
:.W53
" 6.
• -.vM ,.;.
5015
5598
5580
2U5'1
1131,1111,1`321
W:
1) Uprft bads have been Increased 60%tnrvdnd or seismic loads; no tuMer bcrease SW be pemul0ed.
2)16d sinkers(0.148 dia xS-114'long) maybe used at 0.84 of the table load when: led commons are specified. This does not apply to JUS, HUS, hWS slant net bangers '
3) WS3 Wood Screws are 1/4° x 3' long and are Included with HDO hangers
4) NMIS 10d oohs ere 0.148° dla x 3' ",16d fdlsare 0.162° dia. x 3-12' beg.
New products w updated product Information are designated m hbalwat
Corrosion Finish Stainless Steel EGDed CDat MHDG � nple Zinc 4 n
». H
Continued on next page 117
Hangers
Face Mount Hanger Charts Mew
JoistSize
- -.
USP-'L
SWsk N4
savlo.:'
Steel
6argB
Dimensions (m)
-
FastenerSdiedulezD'' .-.
1)FIV
Atlawa6le leads (ILsa
0
„ Cade
Si` Ref.
xeader
Job
W -�
H=
D
t48717'
Max:
Nail
s
NaU-
Flom`;
1(0%
Root. -
119%125%.
Upllw
irD%
JUS46
LUS46 i
18
3-5/8
5
2
1
4
16d
4
1611 j
10401
1185
12201
1365 -
S1M46
1146
16
3-9/16
4-13116
2
1-1/B
_
10
Intl
4
Ind
9250.
1405
:1515
'755.-
10
16d
4
10d 11470.j.16/0
1800
755
N946
H1R46
14
3-518 1
5 1
2
1
4
tad
4
l6d 110511235..1300
1155`j
---
4x6
HUS46ff
HUSC46
14 1
3-513 1
5 1
2
1
4
16d 1
4
16d 1108511235
13D0.
1155.;
'
H046
HU46
14
3-9716
&1/i6
2-1/21-1/8
Nlin
8
t6tl
4
10d it
12�.
"and
1490
780'r
Max
12
6
ZED
2085
2735
`1170
H0460=
HUCAfi
14
&9hfi
5-1116
2-12
-
Mn
8
1�
4
10d
1230.
1390
149D
780:'
Max
12
6
1ffiO�2088
2235
1170,
_ -
JUS46 ',
IUS46 "[:...
18,
3.518i.
: 5 ...
`2:-{
1
= �
4..
_. ?.16d,
4•
..-16d`-."
1040:
1785
1220
7355
b
16d5'�1.•16d;.;
1325:75101645{.1355--
•.
-SUH46--
-•.
1p16" ;,
,. - . _",
: 16
3-9716
-
413p6
2�
"1-1/8
.
i =
`.
.ID
1Ud?
4
10d r
1250.
1405
1515
•755 -
10
: 76d..
4''
10d-....
3470.
IBM7800.
755...
1111546 _":'
14
3-W8 1
`5
'.2...,
1 :
-
4' 1
16d-
� 4 -
--i6d--::.:.1085
1235
'13D0
1165<:
_
HUS46F Lam'.
HUSC46 <
14
3-5/8
, 5
a 2
-1=
-
.'4 1
"16d =:
d :
. ' ]6d. .'
INS
1235
1300
1155'
74 .
'3-5/8
7
- 2-.
-1
1 =-'
6
,'tfid`
6
' ...i6d_ :
1625
UB50
-7995
1870:°
HUS481F ',-'..;
HUSC48 _`.-
1-0
i,3•SB�
7 .
r 2'
i • I _
=
6
16d.::
6
.:-l6d
7625
1850
1995'
. 1810
4X8
ND46
HU46
&tfl6$12
7-7/86d.
MaX:
8'
12
r-. ;_
4 •
....
tOd...
,_
IM
139D
1490.
780
6-
1850'{
2085
2235:
1170
HD461F-',.
1fU= :
Ons
5.1716
2-12
' -
.Min8
-:
l6d-.
4.
-
'10tl
..-
1230j
1390
1490
.780..:
5,
R5,
.Riax'
t2`
6-
IBM
2085
2235.
1170,
..
H=
14
3-9/I6
6-15116
2-12
•
1-1/8
Mtn;
1"Allax
. 10
:
Y60 :
'4
,YOG "
�. _.
`1640
1735
1855{.
780"
F2
14
6
2155.
2430
2610
.1170.
-
,_
HD48ff . ,
-
OIlICAB
•
14 .
3-9116.
&15Fl6
- -
2-12
i - -
Ian.
10
,-
1fid'.`.
a
.'
.-
tOd: - ;
.:.:.
1540.
'1735
18fxi.
- 780'.
Mex_
14
6
2155
2430
2610
1170.
JUS48
LU548
18
3-511
6-7/8
2
1
-
6
16d
4
1f�
1325
1510
1645
1M
JUS410
WS410
18
3-5(8
&718
2
1
8
16d
6
16d
1845
2705
2290
7980
SUH410
U410
16
3-9116
"a
2
1-118
_
16
Ind
6
10d
200D
2245
2420
..1135 -
16
16d
6
10d
2350.:26M
2880
1135
HUS48
JIMAS
14
3-5/11
- 7
2
1
6
16d
6
16d
11625.
1850
1995
1810:
HUS48ff
HUSC48
14
3-5/e
7
2
1
6
16d
6
lad
1625
:1850
1995
1B70-
HD48
HU48
14
3-9/16
&15M6
2412
1-1/8
Min
10
led
4
10d
1540
1735
1665
780 -,
Max
14
6
2155
2430
2610
11111•
4x10
HD481F
HUC48
14
3-9/16
6-15/16
2-12
_
Mdn
10
166
4
1�
Y540
1735
1865
'.780-'
Max
14
fi
2155;
243D
2510'.
1170-
HUS410
HUS410
14
3-5/8
B-7/8
2
1
8
lad
8
l6d
2170
'2465
-26M
2210''
HUS4101F
HUS(M1O
14
3-58
B-7/8
2
1
8
16d
8
l6d
2170'.2465
2660,
-2210,
_
HD410
H114f0
14
3-9/16
&13116
2-12
1-1/8
Min
14
16d
6
1nd
2155
UM
2610
'.1170
-
Max
20
10
3080
3-475
..1 ,..
HD4101F
RUC410
14
3.9116
8-13116
2-12
_
Min
14
16d
6
10d
2155
2-030
2b10.
;'1170:
Mat
20
10
30B0
:3475'
3726
:1950
HDD410f
HUM410
14
Mn
9
3
1-12
12
WS3
6
WS3
5015
5590
5590.
2975`>
31, R7, F32
1) UpOh loads have been Increased 60%forwinl orseimnic Inds: no further increase red be permitted.
2) t6d sbkers(0.148 ft x 3-1/4" long) maybe used at (L84 of the table load where 16d mmmmn; are specified This does rot apply to J16, HUS, M16stant nall halters.
3) Wa3 Wood Screws are 1/4- x 3" long and are included With HDO hangers.
4) NA05: 10d nails are 0.148' die x 3' Mng, tad nags are 0.162" die. x 3-12' beg.
New products or updated product information are deGtignaled in blue trod.
Corrosion Finish EStaiNess Steel 1336old Coat MHD6 ETriple Zero
119
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Typlceal Piggy-b;RC:;k ED�EB�tc-lol
FOE'pt'l
IMUM GRADE OF LUMBER
Chcni2x4 SYP /2 or belbr Chad 7x4 SYP /2, or b�llor
Webs 2x4 SYP %7 or b'Mar
RUM TO SEALED DESIGN FOR DASHED PLATES
7SPPACEµppWaVRwx voffWAS AT 4' OC MAIL
I�SgPNSOE ORBEDEOMBRpYM(RIOA7EDNAE RTHMITE ES MUST BEpST�AOOERRD SO THAT ONE SPLICE
W1Y BCE APR® NWFAIH THE i0P p10EDRD OF bOP�PdRrPD7O0�&S.
RUM TO MUCEER SEALED DESIGN FOR REOMHED PURLDL SPAGNO.
TEtl9��O"M IS A'PUCA9LE FOR THE FOLLOMO WM CONDMORS!
ynr—MPH WPM 30' NEAR NW. ASCE 7.10 CLOSED BLDO.
LOCAED ANYWHERE IN ROOF, 1 MI. FROM COW
CAT 140 L, qW op� O DW EPap, V61NO no bl . PSF
EDi, 0 69 Psn V� B �RVROOF
FRONT FADE_ (%j MAY BE OFFSET FROM BACK FACE
PLAIDS AS wnu A9 OM FACES ARE SPACED 4' 00 MAx.
DPDOWL
WEB BRACING CHART
WEB LENGTH
REQUIRED BRACING
0' TO 7'9'
NO BRACING
lx4 'r BRACE. SAME ORAOE SSPKbl" AS WOO
7'9" TO 10'
MEMBER, OR BETTER AND BOr" LENGTH OF WEB
MEMBER. ATTACH WITH Bd NAILS AT 4" 0/C.
2x4 'I" BRACE. SAME GRADE. SPECIES AS WEB
10' TO 14'
GP9W'IlS AT " 0%CE
MEMBBER ATTACH WWRH 108
2'
JOINT
SPANS UP TO
TYPE
30'
34'
38'
1 52'
A
20
2.50
2.50
3x5
B
4x6
5x6
5x6
5x6
C
1.5x3
1.5x4
1.5x4
1.5x4.
D
5x4'
5x5
5x5
5x6
'-14C
-Ie�G
I Jul
' -a
c
i I
c
II
C.
101
II
*ATTACH PIGGYBACK WITH B'xaxl/2" COX PLTW000 WITH "GO TIAILy Hv CAUn MLnn rtwL yr v—v v.C. MAX.
Fo
V V cal r
Duff bndnl b mt NE ramffi d Inw dalg
SW hn r*Wd � F0100 E raala YOYBW
� Uftft If am akh 4 .dfar no
and dp*ft dNNg w0m od Fmnmd-bimkF 11
C
Maximun Loading
55psf at 1.33 Duration Factor
50pof at 1.25 Duration Factor
47pat at 1.15 Duration Factor
ern ambg� I l SPACING AT 24" O.C.
SCAB -BRACE -DETAIL I ST - SCAB -BRACE
Note: Scab -Bracing to be used when continuous
lateral bracing at midpoint (or T-Brace) is
Impractical.
Scab must cover full length of web +P V.
THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS —
REQINREDAT'113•POINFS OR PBRACE IS -SPECIFIED.'
APPLY 2x SCAB TO ONE FACE OF WEB WITH
2 ROWS OF 10d (3° X 0.131-1 NAILS SPACED B"O.C.
SCAB MUST BE THE SAME GRADE, SIZE AND
SPECIES (OR BETTER) AS THE WEB.
�\ MAXIMUM WEB AXIAL FORCE = 2500 Ibs
MAXIMUM WEB LENGTH=•12'-0'
SCAB BRACE 2x4MINIMUM WEB -SIZE-
MINIMUM WEB GRADE OF93
NaHs� � Section Deta➢
®E Scab -Brace
Web
Scab -Brace must be same species grade (or better) as web member.
L-BRACE DETAIL
Nailing Patter .
L-Brace s¢e
Nail S¢e
INaSpedng
1x4 orb
I 10d
&=o.c.
2x4, 6, or 8
16d
8" o.c.
Note: Nail along entire length of L-Brace..'
(On Two-FVs Nail to Both Plies)- ,-
%W
F�
Web
Note: L-Bracing to be used when continuous
lateral bracing Is impractical. L-braca
must Cover 90%of web length:
L-Brace must be same species grade (or better) as web member.•
L-Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
lNeb Size
1
2
2x3 or 2x4
1x4
2x6
1x6
"'
2x8
2x8
"'
— DIRECT SUBSTITUTION NOT APLUCABLE.
L-Brace Size
forTwo-Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Ste
1
2
2x3 or 2x4
2x4
.»
2x6
2x6
*�
2x8
2x8
"'
—DIRECT SUBSTITUTION NOT APUCABLE
T-BRACE / 1-13RACE DETAIL
Note: T-Bracing / [-Bracing to be used when continuous lateral bracing
is impractical- T-Brace / I -Brace must cover 90% of web length.
Note: This detail NOT to be used to cD*ert T-Brace / I- Brace
webs to continuous lateral braced webs.
NailingPatteln
T-Brace size
Nall Size
Nar1Spacing
1x4 or US
10d
8" o.c.
2x4 or 2x6 or 2x8
16d
8" o.c.
Note: Nail along entire length -of :T--Brace / I -Brace.
(On Two-Ply's Nail to Both Plies) .: ' '
alternate position
WEB
Nails
j Section Detall
G
T-Brace
Web
altemate position
Naps
Web
Nails
I -Brace
SPACING
Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing ,
Web Sim
1
1 2-
2x6 w 2x4
1 x4 (7 T-Brace
1x4 (ry I -Brace
2x6
1x6 (') T-Brace
2x6 I -Brace
2x8
2x8 T-Brace
I 2z8 I -Brace
Brace Size
for Two -Ply Truss
Specified Continuous
Rows of lateral Bracing
Web Size
1
2
2xd or 2x4
2x4 T-Brace
2x4 I -Brace
2x6
2x6 T-Brace
2x6 I -Brace
2x8
12xB T-Brace
2x8 I -Brace
i Brace / I -Brace must be same species and grade (or better) as web member.
(7 NOTE: If SP webs are used In the tmsrh 1x4 or 1x6 SP braces must be stress
rated boards with design values that are equal to (or better) the truss web
design values.
For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Bracell-Brat
For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace ll Brac
job
iruss
I ruse iypo Fl y pM17y2
1772-A
Al
Common B 1
Jab Reference o-tional
Southern Tmss, Fl Pierce, FL, 34351
fl.=114 in
I$
3x5 = 3A = 3x6 = 3x8 = 3x6 = 314 = 3x5 =
1-0-0 11.2-0 l 21-0-0 l 30-10-0 F 41-0-0 42_-00
I 10-2-0 310-0 9-10-0 10-2-0
Plate Offsets (X YI-
M:03-10 0-3-01 [11:03-10 0301
LOADING(."
SPACING. 2-0-0
CSL
DEFL
in goc)
Well
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.55
Veri(LL)
-027 11-12
>999
240
LIT20 2441190
TCDL 7.0
Lumber.DOL 1.25
BC 0.92
Ven(GT)
-0.5911-12
>840
180
13CLL 0.0
Rep Stress Ina YES
WB 0.53
Horz(CT)
0.15 11
Na
n/a
BCDL 10.0
Code FBC2017rrP12014
Maldx-S
Weght 2191b FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 31 `Except-
B2: 2x4 SP No.2 '
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 3-7-1. Right 2x6 SP No.2 3-7-1
REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 11=030 (min. 0-1-8)
Max Horz1=159(LC 10)
Max UpliRt=-529(LC 8), 11�529(LC 9)
Max Gmv1=1529(LC 1), 11=1529(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-10-15 oo purrins. — -
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 7-14.5-14
FORCES. (Ib) - Max. CompJMax. Ten. -AII forces 250 (Ib) or less except when shown.
TOP CHORD 1-2-3211H112, 23=313511127, 3-4-29111962, 45=2844AS3, 5-6=2058r735,
6-7=20581735, 75=-28441983, 8-9=29111963, 9-10=.3135r1127,10-11=3211H 113
BOT CHORD 1-16=11062893,15.16-78312402,14.15=783t2402,13-14=62412402,
12.13=62412402,11-12=9472893
WEBS 6-14=35611195, 7-14=7801462, 7-12-1161656, 9-12-3561345, 6.14-7801462,
5-16=1161556, 3-16=35MO
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-secend gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.Cpsg h=15$ Cat 11; Exp C; End., GCpi=0A8;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live lead nonconcunent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (It--Ib)1=529,
11=529.
LOAD CASE(S) Standard
Dead Load Deft. = 114 in
3x6 = 2x6 II Us =
3,5 = 3x4 = 3x = 3,41 9z6 = 3c4 = 3x5 =
LOADING(pst)
SPACING-
2-0-0
C51.
DEFL in
Quo) Well Lid
PLATES GRIP
% MO 244/190
TCLL 20.0
Plate Grip DOL
1.25
TO 0.94
Vert(LL) -0.28
13-14 >999 240
TCDL 7.0
Lumber DOL
1.25
BC 0.91
Vert(CT) -0.60
13-14 >831 180
BCLL 0.0
Rep Stress Inor YES
WB 0.45
Horz(GT) 0.15
13 n1a n1a
Weight 218 lb FT = 20%
BCDL 10.0
Code FBC2017[rP12014
MatrixS
LUMBER-
TOP CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc puriins.
BOT CHORD 2x4 SP M 31
*Except*
BOT CHORD
Rigid ceiling directly applied or 6-9-1 oc bracing.
B2: 2x4 SP No.2
WEBS
1 Row at midpt 9-16, S16
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 3-7-1. Right 2x6 SP No.2 3-7-1
REACTIONS. (size) 1=0-8-0 (min. 0-1S),13=0-e-0 (min.0-1S)
MaxHorz1=152(LC 8)
Max-Up18U=521(LC 8),13=-521(LC 9)
Max Grav 1=1 529(LC 1), 13=1529(LC 1)
FORCES. (1b) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1.Z- 3215H095, 2-3=309511110, 3-0=29091942, 4-5=28391962, 5-6=20661710,
8-9=20661710, 9-10=28391963, 10-11=29091942, 11-12=3095N111,12-13=321511096,
6-7= 18461683, 7-8=18461683
BOT CHORD 1-18=-108412898,17-18=75312394,16-17=75312394,15-16-60112394,
14-15=60112394,13-14=93=898
WEBS 7-16=331I1148, 9-16=7531442, 9-14=1211561,11-14=3631352, 5-16=7531442,
5-18=-1201561, 3.18=36=52
NOTES-
1) Unbalanced mod live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0ps ,, h=15ft; Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ; 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) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b)1=521.
13=521.
LOAD CASE(S) Standard
\0\M l l li//I/
PE -051
r I
STATE`OF r _
i0`�,p�-t-1S ilV�
T ORIDP: Qi
///1//� js ONq j IENG? \\\
i
e
Dead Load DeIL -114 in
5X7 =
5.00 12 5x5 —
3X5= 30= 4x6= 3X4= 3x3= 4xe= om= 35=
1i 42d
�ola+o sbu aoo aw a4a
t-0o
LOADING(psf)
SPACING- 2.0-0
CSL
DEFL
in poc)
Wall
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.69
Ved(LL)
-0.21 16
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.68
Vert(CT)
-0.4516-18
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.77
Horz(CT)
0.15 12
Na
nla
BCDL 10.0
Code FBC2017?PI2014
MabixS
Weight 2301b FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP M 31 *Except'
B2:2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 3-0-9, Right 2x6 SP No.2 3-0-9
REACTIONS. (size) 1=048-0 (min. 0-1-8), 12=0-8-0 (min. 0-1-8)
Max Horz1=137(LC 8)
Max Upl'drI=-504(LC 8), 12=504(LC 9)
Max Gmvl=1529(LC 1), 12=1529(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-1 cc pudins.
BOT CHORD Rigid ceiling directly applied or 6-7-11 cc bracing.
WEBS 1 Row at midpl 6-15
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3257N067, 2-3= 315311080, 3-4=30141950, 4-5=2955/960, 5-6=-23031755,
6-7=20767732, 75=2300755, 8-9=29541980, 9-10=30141950, 10-11=J75311081,
11-12=3257/1067
BOT CHORD 1-18=10502935,17-18=78612555, 16-17=7S812555, 1Si6=-094/2075,
14-15=6492555, 13-14=-649/2555,12-13=.914R935
WEBS 3-18=274287, 578=-87/467, 5-16= 6531391, &16=190/560, 7-05=138/558,
8-15=6521391, 8-13=87/466, 10-13=274/287
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.Opsf, h=151t Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate gdp 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 nonconcumerd with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at--lb)1=504,
12=504.
LOAD CASE(S) Standard
\�\\\kM 11//////
PE 051
r t
-P STA OF 7 _
0
5.00 12
M= 2x4 II
5x5 =
Dead Load Defi. - 5/161n
3x5 = 12
Us 11 3x4 = Us — 3x8 = 3's = 3x4 = 6x8 11
2100
3D-10-0
41-0-0
I¢
M
9-10-0
410-0
10-2-0
Plate Offsets (C Y)— (1.0-0-10
Edgel M-0-0.121 1 101
[9'.0-0-10
Edoel 19.0-0-121-1-101
LOADING(psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20177rP)2014
CSI.
TC 0.84
BC 0.86
WB 0.35
MatrixS
DEFL
Vert(LL)
Ved(CT)
Horz(CT)
In
-0.31
-0.66
0.14
Coo)
9-10
9-10
9
Odefi
>999
>746
nla
L/d
240
180
nta
PLATES GRIP
W20 2441190
Weight 205 lb Fr=20%
LUMBER -
TOP CHORD 2x4 SP M 31 *Except*
T3: 2x4 SP NO2
BOT CHORD 2x4 SP M 31 •ExcepC
B2:2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2, Right 2x6 SP No.2
REACTIONS. (sae) 1=045-0 (min. 0-1-8), 9=0-8.0 (min. 0-1-8)
Max Holz 1=122(LC 8)
Max Uplih1=485(LC 8). 9=485(LC 9)
Max Grav1=1529(LC 1). 9=1529(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3.7-10 cc pudlns.
BOT CHORD Rigid ceiling directly appfied or 7-7-10 cc bracing.
FORCES. (Ib)- Max. Comp./Max Ten. -Ali forces 250 Qb) or less except when shown.
TOP CHORD 1-2=3223N015, 23=2943/915, 3.4=2849/937, 4-5=2389/873, 5.6=-2389/873,
6.7=-28491937, 7-8=2943I915, 8-9=3223/1016
BOT CHORD 1-14>965P2906,13.14=-588/2224, 12-13=-SB6/2224, 11-12=584/2224,10.11=584/2224,
9-10---844/2906
WEBS 2-14=-4331420, 4-14=261/699, 4-12-89/444, 5-12=285/2l 1, 6-12=89/444,
6.10=2611699, 8.1G= 433I420
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3second gust) Vesd=124mph; TCDL=4.2psf, BCDL=S.Dpsf; h=15fk Cat 11; Fxp C; End., GCpI=0A0;
MWFRS (envelope); cantilever left and dght exposed ; 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 psi bottom chord live load nonconwment vdth any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b upOft atjeint(s) except at=lb)1=485,
9--485.
LOAD CASE(S) Standard
job
Truss
iruss lype
fir
Plan IM
1772A
A5
HP
2 1
Job Reference Lopgono
Southern Truss, FL Piece, FL. 3 Sbl .: .wa w�, a,ermu o<.—. ��ie nu,a,,,� ,
ID:EePCUIwCWA016WS07vTFdz?5cKKRojgzvOPO DuhBxjl4E?acm62vzg.Dlo
7.2-2 148a 21." 2800 34-E-2 42-0-0
7.2-2 8 .14 7-0-0 7-0-0 6A-2 7.1.1
5x7 =
2x4 11 5x7 =
Dead Load Dell. -114 in
3x5 = 2x4 It Cuts = 3xs = 5x5 = 2x4 11 3x5 =
1i 4T-0U
1 7-2-2 t40a 17-- 28ba 34-a3 6-1P2 8-914 7-0a 7-W a6R Al6-11-1
Plate Offsets (X YI- 11.0310
0301 r4:DS40-2-121 MDS-4
I-2.121 (90310 0-3-0]
111.0-2$ 0341 [MD-2.8 0.3A1
LOADING04
SPACING- 240-0
CSL
DEFL in Qoc) Udell Lrd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.95
Verl(LL) 0.27 12 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.80
Vert(CT) -0A811-12 >999 190
BCLL 0.0
Rep Stress Ina YES
WB 0.67
Horz(CT) 0.19 9 We n/a
BCDL 10.0
Code FBC2017rrP12014
MatrixS
Weight 225 lb FT=20°%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except
T1: 2x4 SP M 31
BOT CHORD 2x4 SP No.2 '
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No23-5-8•Right 2x6 SP No.23-6.7
REACTIONS. (size) 1=0-8-0 (min. 0-1-13), 9=0-8-0 (min. 0-1-13)
Max Hoa 1=107(LC 8)
Max UpliM=485(LC 5), 9=-065(LC 4)
Max Grav1=1529(LC 1). 9=1529(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing.
FORCES. (lb) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=328211015, 2J=-0164N030, 3-4=2684/938, 4S=2743/1053, 55=-2743/1053,
6.7=2681/939, 7b=a153/1029, 8-9=3274/1013
BOT CHORD 1-14=8.4412956,13-14=89412956,12-13=-6952419,11-12=69012418, 1041=877r2949,
9-10=-87712949
WEBS 3-14=Or285,3-13=-607/372,4-13=-82/449,4-12- 197/575, 5.12=-4221321,
6-12=-1971578, 6-11-86/450, 7-11=-6031368, 7-10=0/285
NOTES.
1) Unbalanced toot live loads have been considered forthis design.
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0ps% h=15ft; Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed; 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 nonconcument with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of vrimstanding 100 lb uplift atjoint(s) except (It-ib)1=465,
9=465.
LOAD CASE(S) Standard
PE 051
r
�t STAT)=`OF i17
tz
S 0NAi,ENG\\��
�5
5x5 =
3,4 = 3x6 = 3,4 = bx5 =
Dead Load Deff. - 6116 In
3x5 = 2x4 II 31S = 4xa = axa = r. — 3,2 = 2x4 II 315 =
1 40
d
42-00
1 6314 12Ae 2141e 3aa-0 958-3 690 4
411-id 9-0a 9-0-0 2 411-14
1-60
Plate Offsets (X,YI— T1.0310
0301 r1 0-2 2 Edoel
111.043.10
0 3. ,
I1144-7 Edeel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in Qoc)
0defl
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.67
Vert(LL)
0.31 15
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.82
Vert(CT)
-0.6715-17
>868
180
BCLL 0.0
Rep Stress Ina YES
WB
3.88
H=(CT)
0.19 11
nfa
We
BCDL 10.0
Code FBC2017frP12014
Matrix-S
Weight 220 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP NO2
BOT CHORD 2x4 SP No.2'Except'
B2: 2x4 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.22-11-15, Right 2x6 SP No.22-11-15
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-7-0 cc puriins.
BOT CHORD Rigid wiring directly applied or 5-9-10 o , bracing.
REACTIONS. (size) 1=0-8-0 (min. 0-1-13),11=048-0 (mN.0.1-13)
Max Hom 1=92(LC B)
Max Uplift1=-491(LC 5), ll=-491(LC 4)
Max Gmv1=1529(LC 1), 11=1529(LC 1)
FORCES. Qb) - Max. Comp.IMax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=329911082, 2-3=319511097, 3-0=284411030, 45=25931991, 5-6=-314311200,
6-7=-314311200, 7-8=-25931991, 8-9=284411030, 9-10=319511097,10.11=329911082
BOT CHORD 1-18=94812972,17-18=948I2972,16-17=104813087,15-16=1048P3087,
14-15=1047/3087,13-14=-104713087, 12-13=-94W972,11-12=945@972
WEBS 3-17=-4501305, 4.17=2041165, 5.17=7651320, 7-13=-7651320, 8-13=204f765,
9-13=-4501306
NOTES-
1) Unbalanced mof rive loads have been considered for this design.
2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=1.2psF BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.16;
MWFRS (envelope); cantilever left and right exposed; 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 atjoint(s) except Qt=lb)1=491,
11=491.
LOAD CASE(S) Standard
PE 051 '
r I
�0�� �� 1-019
OR)DP.��i��
AL
A �;10
ENG\\\���
a ` rUSe Iruss lype Y Plan 722
1772-A A7 Nip
1
Job Reference o tlonal
SOW,em rasa, L Plena, PL, 34951 RW:8330s OG 212018Print8.230serd212D18MDeklndusV1m1 c Wed Nov 14 16::1522e18 P at
ID:EePOUIwCVNA016wS07VTFdz75cK-GDwUFfxhxd76BJdv3ADwJJmZgXz5XseUEOXOdYyDkF
sae
B3-id 12-0a 1 18-00 17 2d-0e 3a00 M 42-0-0
631d 5-0.2 14-0 2-Ba 1+D ee-0 662 83-id
OS-D
4x6 G
2
Dead Load Deb. = 5fi6ln
5x5 =
11
3x4
12
13 d
14
19 18 17
5X7 = 21 20 16 15 5x7 =
3x5 = 2x4 11 3x8 = 46 = 3x4 = 416 = 3x8 = 2x4 11 3X5 =
14-0 9Y�D
1 6a-1d 12-0-0 2t-0-0 3D0a 3682 dd
d-t -14 z 9-0-0 90o saz d-tt-aBD
14
t�
34 = 6x5 =
6x84 3XB=
6 3x4 = Us —
5.0012 5 2 7 8 9
3x4 G
3x4 =
Plate Offsets (X.YF- f
1.0310 0.231 It •D-2-6 Edger
14:0.2-12 Edeel 15'0-3-0 0.2-01
16'113M D-2.41
P•0-0-3 0-3-47
114.1-0-7 Edae] 114:0310
D3-01
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
in (roc)
Odell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Vert(LL)
0.30 18
>999
240
MT20
244/190
TCDL 7.0
- Lumber DOL 1.25
BC 0.82
Ven(CT)
-0.5716.18
>869
180
SCLL 0.0
Rep Stress Ina YES
WB 0.89
Hom(CT)
0.19 14
We
nla
BCDL 10.0
Cade FBC2017r P12014
MatrixS
Weight 229 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2 `Except' TOP CHORD
T2,T4:2x4 SP No.3
BOT CHORD 2x4 SP No.2'Except' SOT CHORD
B2: 2x4 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP N0.2 2-11-15, Right 2x6 SP No.2 2-11.15
REACTIONS. (size) 1=0-8-0 (min. 0-1-13),14=D-M (min. 0-1-13)
Max Harz 1=102(LC 9)
Max UpliR1=-469(LC 5), 14=579(LC 9)
Max Grav1=1529(LC 1), 14=1529(LC 1)
FORCES. Ph)- Max. Comp./Max. Ten. -All forces 250 (Ib) cr less except when shaven.
TOP CHORD 1.2=330711032, 23=320311047, 34=28881986, 4-7=23491813, 7-8=25971942,
8-9=313811165, 9-'I0=3138/1155, 10.11=259311056,11-12--2844A088,
12-13=-319511238,13-14=329911224,4-5=-2821166,6-7=2881159, 5-6=-2601154
BOT CHORD 1-21=904PL981, 20.21=90412981, 19.20=98213073,18.19=98213073,
17-18=1008/3091, 16-17=100813091, 15-16=1059/2972,14-15=105912972
WEBS 3.20--4671291, 4-20=-208f727, 8-20=7661362,10.16=658/306, 11-16=1961769,
12-16=-053/284
Structural wood sheathing directly applied or 2-2-0 oc pudins. Except
1 Row at midpt 4-7
Rigid ceiling directly applied or 5-8-12 ce bracing.
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7A 0; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.OpA h=15ft; Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed ; 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 chord live load noncencurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uprdt atjoint(s) except Gt=lb)1=469,
14=579.
6) Graphical pudin representation does not depict the size or the orientation of the puriln along the top and/or bottom chord.
LOAD CASE(S) Standard
MI BC
\\P ----
PE 051
r 1
STA OF 7 ��
i0`�
ORIDP �Q �\
Job N5a N66 ypa en IM
I7772-A AB HIP 1 1 Job Reference (optioneft
southern cuss, Ft. Pierce, FL., 34961 n6m. o.d o.23a 17Qx1 2aCIEg k TFNp h W tl 14 dj7pnn 2018 P pa kn
ID:EaPOUhvCWA016'w307vTFdz75cK-CC1EgLyxTFNpNdmIBbFOOksvBKdl7pnnhkOfiiQyJJ�D
5�-14 tooa 11d8 17de T 18Ao 2a7-7 92-0-0 364Lx i /2-0-0
�- sau � aax fwa sas 1�1�1 TJ8 482 sa-i7--'
3x6 =
3x6 =
7x8 2x4 11
7 Sx5- 3x6=
5.00 12 S Td
TLc _ "� 8 9
3x4 =10
Sx7 =
Dead Load Dell. = 6116 in
Man
13
pmo:ou�
wAl
M
5x7 =
20 19 18
I7 16 15
Sx7 =
3,5 =
3x4 = 4xe = 318 =
3x4 - 4x6 = 3x4 =
3x5 =
42-0
+0
1 1pe0
11he 2aT-T
328E 40 -0
7<9 ab41
4
eaa
T-a9 T-b13
i-0L
04 Plate Ogsets (X Yl- 11
03.10 0 231 I4 0.2 12 Edael
IS 03-D
0-2�1 fT03-0
0.2�11
B•0-03 0-3-4]
111.0.5-40.2-61
114.0.3-10 0301
118:0-2-8;0-1.81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc)
Well
Lid
240
PLATES GRIP
MT20 2441190
TCLL 20.0
Plate Grip DOL 1.25
TC
0.78
vert(LL)
0.3517-18
>999
TCDL 7.0
Lumber DOL 1.25
BC
0.94
Vert(CT)
-0.6317-18
>793
160
BCLL 0.0
Rep Stress lnrt YES
WB
0.65
Horz(CT)
OAT 14
We
Na
Weight2281b FT=20%
BCDL 10.0
Code FBC2017RP12014
MatrixS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
T3,T5: 2x4 SP M 31, T2: 2x4 SP N0.3
BOT CHORD 2x4 SP M 31 'Except' BOT CHORD
B2: 2x4 SP No 9 WEBS
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP N0.2 252. Right 2x6 SP No.2 2-5.2
REACTIONS. (size) 1=0.8-0 (min. 0-1-8), 14=0.8-0 (min. 0-1-8)
Max Horz1=-87(LC 9)
Max Upll tl=-094(LC 6). 14=566(LC 9)
Max Grev1=1529(LC 1), 14=1529(LC 1)
FORCES. (to) - Max. Comp.IMax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=-3284/1149, 23=3227/1156, 3-4=-306811069, 4-6=S05511027, 6.8=4105511027,
8.9=-362311368,9-10=-362311368,10-11=373111455,11-12=301611100,
12-13=3214/1264,13-14=326711253, 4-5=-6061384, 73=6151385, 5-7=-568f362
BOT CHORD 1-20=1g0812954,19.20=-87612797,18.19=87612797, 17-18=130413731,
16-17=873(2751, 15.16=-873/2751, 14.15=1a892939
WEBS 3-20=259278, 4-20=161361, 4.18= 42811085, 6-18=3021220, 10.17= 4251313,
11-17=496/1128,11-15=-91385, 12-15=2241259
Structural wood sheathing directly applied or 2-7.4 oc pudin. Except
1 Raw at mldpt 4-8
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at midpt 10-18
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=5.0psh h=15ft; Cat II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This lass has been designed for a 10.0 psf bottom chord live load nonconcunent with my other live loads.
5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Ill uplift at joint(s) except Qt=lb)1=494.
14=566.
6) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
LOAD CASE(S) Standard
ou
Truss
Nee ype
Pan 17M
1772-A
Asa
Rod spedal 6btler 1 1
_"__ _'_•__._.-_�........,_..�..
Job Reference o tional
.,�..e.,,._,. ,_.......... ,_., w..,r.,.....e.a.ne.nc emn m,.er
U Mere IN59, YL YIPJW, YL., Jatlll
Dead Load Deg. =12 in
6x8 MT20HS=
6x12 MT20HS=
5.0012 4 7x6= 7x8MMOHS- SxB MTZOHS=
5 6 2M 11 3x12=
2x4 7 21 22 8 23 T, 24 9 25- 10
2x4
• 4x8 i 11 4Ao
1r 12 H
1 13 '
P}
Sx9 - 20 1S 18 26 27 1728 16 1rig 30 14 6x12 = o
3x7 = 314 = 7x16 MT20HS= 5x7 = Us = 2x4 II 3,9 = Us =
5xl2 MT20HS WB=
7-10.7 144F0 200-0 1 25.7.4 298.12 34-0-0 41-0-0
6-10.7 841-0 1-4- 434 4-1-e 43d 7-0-0
Plate Offsets (x.Y)- (1:0-2-10,0-3-01• [4:03.4,0.1.12], (5:0�-g,036], [7:0.6-O,Edge], (9:03-0,0-1.8]. (1g:Od-0,0-1-13], (13:1-2-2,Edge], (13:0-1-2,0-3.OL (1CU-3.12,0-151,
[18 0-1 12 0.15I 119.0 7-4 0-3-01
LOADING(psf) SPACING- 2.0-0 est. DEFL. in Qoc) VdeO L/d PLATES GRIP
TCLL 20.0 ' Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.82 17-18 >607 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT)-1.1717-18 >424 180 MT20HS 1871143
BCLL 0.0 Rep Stress [nor NO WB 0.83 Horz(CT) 0.27 13 n1a nla
BCDL 110.0 Code FBC2017/TPi2014 MatrixS Weighl:235lb FT=20Y
LUMBER- BRACING -
TOP CHORD 274 SP M 31 'Except- TOP CHORD Structural wood sheathing directly applied or 2-1-9 oc puriins.
T2: 2x4 SP No.2, T3: 2x6 SP No.2 BOT CHORD Rigid calling directly applied or 4.2-8 oc bracing.
BOT CHORD 2x4 SP M 31 WEBS 1 Row at mldpl 6-19, 9-14
WEBS 2x4 SP No.3 'Except-
W3,W6:2x4 SP No.2
OTHERS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 2-10-15, Right 2x6 SP No.21-10-10
REACTIONS. (size) 1=0-8-0 (min. 0-1-10), 13=0-8-0 (min. 0-2-1) -
Max Horz1=89(LC 9)
Max Uplift1=731(LC 8), 13=1166(LC 9)
Max Gmvl=1972(LC 1), 13=2503(LC 1) -
FORCES. Qb)-Max. CompJMax.Ten. -All forces 250 Qb) orless exceptwhen shown.
TOP CHORD 1-2=4358/1686, 23=4302/1695, 3-4=-419311690, 4-5=-561212445, 5-6=5154/2225,
6-7=-8090/3682, 7-21=735713436, 21-22=735/13436, B-22=7357/3436,
i -Tell (a:(101zi]
WEBS
4-19=162213590, 5.19=235011103, 6-19=16261805,
9-17=357/929, 9-15=01296. 9-14=1910/976,
M. 6.18>162213520. 7-18=278311375
NOTES-
1) Unbalanced met 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=15177: Cat. II; Exp C; End., GCpl=0.16;
MWFRS (envelope); can0lever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 pat bottom chord live load noncancurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1DO lb uplift at]oint(s) except Qt--I13)1=731,
\\
7) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 37 Ito down and 36 tu up at 22 -6C�L�//
Ib down end 42 to up at 244-12, 47Ib down and 571b up al 26--12,147 Ib down and 160lb up at 28-4-12,147 lb down and 150 CENS
29.11-4. and 147 to down and 150 lb up at 31-11-4, and 274 lb down and 280 lb up at 34-0-0 on top chord, and 471 Ito down and.Z6 lb up ��F �`
at 22.4-12, 19 lb down and 2 Ito up at 24-4-12, 24 lb dawn and 3lb up at 26-4-12, 60 lb down at 284.12, 80 lb down at 29-11 nd B PE �$1
lb down at 31-114. and 285 lb down and 134 lb up at 33-11.4 on bottom chord. The design/selec0on of such connection devil is
responsibility of others. t -
&NAN %&Q$44FE(S) section, loads applied to the face of the truss are noted as front (F) or bade (B).ZZ
p STATEOF 7
i0��.c-1-liS
_//�F���ORI_DP•��4��
Gl
Jou
TMW yp0
Qty Fly Plan 1722
1772-A
ASG
Rant Special Girder
1 1
Job Reference bona
Soulhem TNss,
Pierce: FL. 34951
Ra0:a.2Sas IWCVV01aPMt O7vT Oct212-8b9 k1 ealnes.lna Wed9x[T8l18:34:O6 ZVD Paget
ID:FaP0U1wCWA01 GxS07vTFdzTScK-Bb9_50_B?sdXtlwwglOHsTex1T81pThU49NDmJyJOk
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125
Un k. Loads (pit)
Vert: 14=54, 4-5=54, 5-6=-54. 6-7=54, 7-10=54, 10-13=.54,1-13=20
Concentrated Loads(Ib)
Vert 10=178(F)15=54(fc) 9=107(F)14=285(F) 24=107(F) 25=107(F) 26=-471(F) 29---54(F) 30=54(F)
5x7 =
5.00 RY 4
2x4 II 3x6 = 3x4 = 5ix7 =
6 6 7 3
Dead Lead Deb. - 51161n
i MAR
U
Sx7 = 17 18 15 14 13 12 Sx7 =
3x5 = 3v4 = 48 = 3x8 = 3x4 = 415 = 3x4 — 3x5
LOADING(Psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.37 14-15 M9 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.64 14-15 1773 180
BCLL 0.0 Rep Stress lncr YES WB 0.66 Horz(CT) 0.17 11 n1a n/a
BCDL 10.0 Code FBC2017fFP12014 MatrixS Weight 213 lb FT = 20%
LUMBER- BRACING.
TOP CHORD 2x4 SP Nm2'Except• TOP CHORD Structural wood sheathing directly applied or 3-0-2 oo puriins.
T2,T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
SOT CHORD 2x4 SP M 31 •E GW WEBS 1 Row at midpt 7-15
B2: 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 25.2. Right 2x6 SP No.2 25-2
REACTIONS. (size) 1=0-8-0 (min. 0-13),11=0-8-0
Max Harz1=76(LC 8) -
Msx Uplift1=517(LC 5), 11=517(LC 4)
Meat Gmvl=1529(LC 1111=1529(LC 1)
FORCES. Qb) -Max. Comp,/Max. Ten. -All forces 250 Qb) or less exceptwhen shown.
TOP CHORD 1-2�326511166, 2-3=3212I1201, 3-0=-300811112, 45=371111491, 5-6=-37N/1492,
6-7=371111492, 75=-3710/1491, 8-9= 300811112, 9.10=-321211201, 10.11=3265/1186
BOT CHORD 1-17=104712937,16-17=-9(y7/2754,15.16=907/2754, 14-15--133813710,
13-14=90412754,12-13=-904/2754, 11-12=1044/2937
WEBS 3-17=2171286, 4-17=201384, 445=-50211201, 6-15= 416/314, 7-14=-4601315,
B-14=501/1199, 8.12=20/384, 9=12=2161287
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3s nd gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=151t; Cal 11; Exp C; End., GCpt=0.18;
MWFRS (envelope); cantilever left and right exposed; 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 chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 th uplift atJoint(s) except Qt=lb)1=517,
11=517.
LOAD CASE(S) Standard
����\I11
ENS�`'`�i/
PE O51n� 1
r jk,� f/
� 1 STATE pF
i0��.cfe-1-lS
SONA i IEX"G?���� O
Glider
5.00 F12
Rll m
Sx5 =
20 21
19 31 32
3x8 =
3x8 =
3x5 = 3x6 =
522 23 24 25 6 7 26
1817 33 34 35 16 36 37
Us MT20HS= 2x4 II
3x4 =
Dead Lead Dell. = 71161n
3x5 = 5x5 =
27 8 29 30 9
2x4 i
10 4x6
11
12
I�
38 1614 39 40 13 6x7 =
3x4 = 3x9 Us
4x8 MT20HS=
Plate 08sets (Xl?-fi-03100.3-01
f12'03100301 (13'0340-1.81
f19'0-1-80-1-81
-
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
Vert(LL)
In (lac)
0.64 16
Well
>776
Vd
240
PLATES
NMI)
GRIP
244/190
TCLL 20.0
TCDL 7.0
Plate Grip DOL 1.25
Lumber DOL 1.25
TC
BC
0.92
0.56
Vert(CT)
-0.8915-16
>555
180
MT20HS
187/143
BCLL 0.0
Rep Stress Ina NO
WB
0.75
Hom(CT)
0.20 12
n/a
nla
Weight 424 lb
FT = 20%
BCDL 10.0
Code FBC2017/rP12014
Matrix-S
LUMBER -
TOP CHORD 20 SP No.2
BOT CHORD 20 SP M 31
WEBS 2x4 SP No.3 `
SLIDER Left 2x6 SP No21-10-10. Right 2x6 SP No.21-10-10
REACTIONS. (size) 1=048-0 (min. 0.1-8),12=0-8.0 (min.0.1-6)
Max Horz 1=61(LC 10)
Max-Uplift1=1348(LC 5). 12=-1348(LC 4)
Max Gmv1=2954(LC 1), 12=2964(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid calling directly applied or 7-9-12 oc bracing.
FORCES. (Ib) - Max. Camp./Mm Ten. - All forces 250 6b) cr less except when shown.
TOP CHORD 1-2-660813106, 2.9=-5556/3110, 3-4=-666213184, 4-20--6230/3012, 20-21=623013012,
21-22=-622913012, 5-22=-622913012, S23=9131/4425. 23.24=913114425,
24-25=9131/4425, 6.25=913114425, 6-7=9132f4427, 7-26=9132/4427,
26-27�913214427, 8-27=313214427, 8.28=-623013012, 28.29=-6230/3012,
29-30=623013012,930---623013013,9-10=-666313185, 10-11=-6557I3111,
11-12=660913107
BOT CHORD 1-19=2777/5947,19-31=-430419131, 3132=-030419131,1832=-03D419131,
17-18=-030419131, 1733=-4734/10060, 3334=-0734I10060, 3435=-4734110060,
16-35=4734/10060, 16-36=-4734110060, 36.37=-4734110060, 37-38=-0734I10060,
1638=-4734110060, 14-15=430419132, 1439=-430419132, 39-00=-030419132,
13-40=4304/9132,12-13=277615948
WEBS 3-19=-2111418, 4-19=715/1934, 5.19=3325/1599, 6.17=911877, 6.17=10911488,
6-16=01520, 6-15=1089/486, 8-16=90/876, 8-13=3326/1600, 9.13=71611935,
1D-13=212/418
NOTES-
1) 2-plytruss to be connected together with 10d (0.131W) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 mw at D-9-0 oc.
2) All loads are considered equally applied to all piles, except 8 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
wnneclions have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced mof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.0psf, h=15ft; Cat II; Exp C; End., GCpl--0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) A9 plates are MT20 plates unless otherwise Indicated. \\ ��GEMS �� ///
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F �`
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b upliftatloint(s) except Qt=Ib)1�348, PE OS 1
12=1348.
Continued on page 2
D 1 STATE F
0 c-l- IN itv�
ORIDP�R,
//,`SS
JOD
Iruss
Iruss ype
plyPlan 1722 l
1772-A
A11G
Kip Girder
1 2 J b Reference ( ptlona0
Sou "Truss. FL PWM
FL, 34ae1
dun: aT3a¢ OG T1201a PdrK B230e0G 212a1a MneK indusuies, inc wad irw i4 l-o:ad:u-n ur-o Peae2
ID:EaPOUIwCWA016wSO7VTFdZ7ScK-ZAr712041nO6u5 Fxis;aMcLOx93XWr01tNe-
NOTES-
9) Hanger(s) or other connectiondevlce(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 280 lb up at 840-0,107 lb dovm and 150 lb up at 10-D-12,
107 lb down and 150 lb up at 1240.12,107 lb down and 150 )b up at 14-0-12, 107 lb down and 160 lb up at 16-0-12, 107 lb down and 150 lb up at 18-G-12, 107lb down and 160
lb up at 20-0-12, 107 th dawn and 150 lb up at 21-11-4,107 lb down and 150 lb up at 23-114, 1071b down and 150 lb up at 25-11-4, 107 lb down and 150 lb up at 27-114, 107
lb dawn and 150 lb up at 29-114, and 107 lb down and 150 lb up at 31-114, and 225 lb down and 280 lb up at 34-0-0 on top chord, and 285lb down and 134 lb up at 8-0$ 80
Ib down at 10-0-12, 801b down al 12-0.12, 801b down at 14-0.12, 801b down at 16-0-12, 80lb down at 18-0-12, 80 lb down at 20-0.12, 801b down at 21-114, 801b down st
23-114. 80 lb down at 25-114. 80 lb down at 27-114. 80 lb down at 29-114, and 80 lb down at 31-114. and 2951b down and 134 lb up at 33.114 on bottom chord. The
designlselecdon of such connection device(s) is the responsibTity of others.
1) Dead + ROaf LJve (balanced): Lumber Increase=1.25, Plate Incase=1.25
Vert. 14=64, 4-9--54, 9-12--54, 1-12=20
Concentrated Loads Qb)
Vert:4=-178(B) 7=107(8) 9=-178(B) 18=1
20=107(B) 21=107(B) 22=107(8) 23=107(B) 24=107(B) 25=107(8) 26=107(B)
=54(B) 35=54(8) 36=54(8) 37=64(B) 38=-54(B) 39=WB) 40=-54(8)
\w (VlI N/ //
0F� `<
PE 051
7 t
- TAT OF
//,/SS ONA
U2
IM 11
32-15
G_"
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL, in
(hoc) Odefi Vd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL) -0.00
4-5 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.19
Vert(CT) 0.00
43 >999 180
BCLL 0.0
'
Rep Stress Ina
YES
WE 0.05
Horz(CT) -0.02
3 n/a n1a
BCDL 10.0
Code FBC2017frP12014
Matrix-P
Weight 13 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Sbuctural wood sheathing directly applied or 3-11-5 no pudins.
BOT CHORD 2x4 SP No2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 no bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3--Mechanical, 4=1viechanical, 5=1-11-6 (min. 0-1-8)
Manx Hmz5=58(LC 4)
Max Uplift3=-32(LC 11), 4=-39(LC 1). 5=254(LC 4)
Max Gmv3=20(LC 17), 4=48(LC 17), 5=346(LC 1)
FORCES. gb) - Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.0pst h=15ft; Cat. II; Exp C; End., GCPI=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pad bottom chord live load nonconcurtent with any other live loads.
3) Refer to girder(s) for truss to buss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at--Ab) 5=254.
5) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 28 lb down and 45 lb up at 2-11-0 on
top chord. The design/selection of such connection devices) Is the responsibility of others.
6) In the LOAD CASE(S) section, toads 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 1-3=-54, 1-0=20
Flip Mer
MrM
1�-70 1-10�
--
11-2-4
1-0-10 IOSI01
4-6-46-4-8
44
I
4-9-12
Plate Offsets My)—
12:D-0-8
0-1 12) [ :0-1.61 7-81
180-0-0 0-1-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in
Poe)
Vdefl
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.58
Ved(LL)
0.06
6.7
>999
240
MT20 244h90
TCDL 7.0
Lumber DOL 1.25
BC
0.76
Vert(CT)
I
-0.11
6-7
>984
180
I
BCLL 0.0
Rep Stress Ina NO
WB
0.24
Horz(CT)
-0.04
4
rda
me
BCDL 10.0
Code FBC2017frP12014
Mabbk4i
Weight 441b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP Nc.2 TOP CHORD Structural wood sheathing direcily applied or 6-" cc pudins.
BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing.
WEBS 2x4 SP No.3 '
REACTIONS. (size) 4=Mechanical, 8=0-11.5 (min. 0-1-8), 6=Mechanical
Max Horz8=164(LC 20)
Max Uplift4=-125(LC 4). 8=357(LC 4), 6=117(LC 8)
Max Gmv4=147(LC 1). 8=441(LC 31), 6--259(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - Al forces 250 Go) or less except when shown.
TOP CHORD 1-2---4301236, 2-9=4971270, 9-10=-4811269, 3-10=-4351254
BOT CHORD 1-8=2221434, 8-12---3421434, f 2-13=-3421434, 7-13=342(434, 7-14=3421434,
6-14=-3420434
WEBS 2-8=3531186,3-6=-4691369
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0pst h=15ft; Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cerrulever left and right exposed; Lumber DOL=1.60.plate grip DOL=1.60
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunem with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at)oint(s) except at -lb) 4=125,
8=357,6=117.
6) Hanger(s) or other connection device(s) shall be provided su0ldent to support concentrated load(s) 29 to down and 43 lb up at 2-11-0, 29
lb down and 43111 up at 2-11-0, 39 lb down and 63 lb up at 5-8.15, 26 lb down and 52 lb up at 5-8-15, and 64It dovm and 113 lb up at
8-6-14, and 58 lb down and 107 lb up at 8-6-14 on top chord, and 70 lb down and 158 lb up at 2-11-0, 70 Ib down and 158 @ up at 2-11-0,
12 lb down and 2lb up at 5-8-15, 10 lb down and 2lb up at 5.8-15, and 33 to down at 8-6-14, and 27 lb down at 8-6-14 on bottom chord.
The designfseledon of such connection devices) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the Wss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-0=34, 1-5=20
Concentrated Loads Qb)
Vert: l l=-76(F=-44, B=33)12=155(F=77, B=77)14=48(F=29, B=19)
PE 051
1 1
STA OF
�O
��`.<0R1DP ����
=life in
O .
cuss
iruss type
PIBn 1722
17M-A
HV6
Valley
1 f
dab Reference o tional
souurem ruse. FtPleme,FL. sassl RMjD:EEaaPODUI ZWCWA016wS0v7TFdn5CK-ZWFLr43ybn4iOhLiOgIHUrJQB 1ReZVIm9 YPrysJDld
5-168 fi4-0
5.10-8
zxa u
ZA G
1x4 It
P%{,III
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL.
In Qoc)
Wall
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL)
No -
Na
999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
SC 0.13
Vert(CT)
Na -
Na
999
BCLL 0.0
Rep Stress Ina YES
WB 0.05
Horz(CT)
0.00
Na
Na
BCDL 10.0
Code FBC2017/TPI2014
Matr&-P
Weight 23lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=6-4-0 (min. 0-1-8), 4=64-0 (min. 0-1-8).5=64-0 (min. 0-1-8)
Max Hmz1=112(LC 8)
Max Uptift4=-47(LC 8). 5=136(LC 8)
Max Grevt=61(LC 1), 4=88(LC 1), 5=255(LC 1)
FORCES. (lb)- Max. CompJMax. Ten. - All forces 250 (Ib) or lass except when shown.
Structural wood sheathing directly applied or 6-G-0 no pudins, except
end veNcals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=1.2psF, BCDL=S.Opst; h=15fk Cat 11; Exp C; Encl.. GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed; 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 noncencunent with any other live loads.
4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at Joints) 4 except Qt=Ib) 5=136.
LOAD CASE(S) Standard
PE
i I
STA 051
OF
ORIDP •��i ��
a
mss
cuss ype P n 1722
1772-A
J2
Jack -Open 11 1
Job Reference o 'onal
anntl,eln TN68. FL PI01Ce. YL.51YY1 n 11; u . —I uu,o 1,m1 ua —_. -.....................o...=.... ............� ....�... a .
ID:EaPOUIwCWA016wSD7vTFdz75cK-zlWFL43ybiOhLrOgFHOGjOeTVZYXtbxzXzyY ryJDkf
2-0-0
2.0-0
143-0
04-0
LOADING(psf)
SPACING 240-0
CSI.
DEFL.
In
Qoc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.06
Vert(LL)
JIM
4
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.18
Vert(Cr)
0.00
4
>999
180
BCLL 0.0
Rep Stress Ina YES
WS 0.00
Horz(CT)
-0.01
2
rda
We
BCDL 10.0
Code FBC2017rrP12014
Matrix-P
Weight: 6lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (size) 2-Mechanical, 3=Mechanical, 4=0-e-0 (min. 0-1-8)
Max Ho=4--43(LC 8)
Max Uplifl2=50(LC 8), 3=130(LC 1), 4=124(LC 4)
Max Grav2=54(LC 1). 3=78(LC 4), 4=223(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-" oc puriins.
BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=S.OpsF, h=1511; Cat II; Exp C; Encl.. GCp1=0.1 B;
MWFRS (envelope); cantilever left and right exposed; LumberDOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord rwe load nonconcunentwith any other live loads
3) Refer to girder(s) for buss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at jolm(s) 2 except Gt-lb) 3=130.
4=124.
LOAD CASE(S) Standard
PE 051
rfi t
k.Aj0F
i0i(UQ'
ORIDP
/�,,/S:S pNA i
Joe
jrUw
1russ we FrIf Plan 1722
IM-A
AJack-Open
9 1
Job Reference tlonal
apathem TNas. FL Pierce. FL, 30901 Kure.. a. Ll[elo r...[ awn1V1...aft muusnes, me vvea nw ,q,o:.w:,acu,e
ID:EaPOUIwCWAO16WSO7vTFdz75cK-Rx40ZQ38LOWYyfzOC wI doXL2 mdh5WPy Dke
1-0-0 4-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in 00 Udell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 125 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 125 SC 0.07 Verl(CT) -0.00 4-5 >999 180
BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) -0.00 3 We Na
BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight: 13@ FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS, (arse) 3=Medlanical, 4—Mechanical, 6--0-8-0 (min. 0-1-8)
Max Horz5=83(LC 8)
Max Uplfi3=59(LC 8), 6=90(1-C 4)
Max Grav3=64(LC 1), 4=40(LC 3). 5=220(LC 1)
FORCES. (Ib) - Max CompJMax Ten. -All forces 250(Ib) orless exceptwhen shown.
NOTES.
1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=1511; Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconmmnt with any other five loads.
3) Refer to girders) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 3, 5.
LOAD CASE(S) Standard
e .Truss
rush lype
Pia 1722
t7n2-A
XA
JetlaOpen
1 f
Job Reference o tio
al m, 1d dRM169arR Pwnw1
S Ulnem l MSc, M Y1e1Ce, rL, :»Wl •••••••••.••"••• ••••-•••-•••••••••• oml• _.
ID:EePOUIwCWA01h1v507vTFdYtSdC-v7em14C6JaPa9XDmipkorGn4MFZLURG_HRe2ryDkd
3-o-0
Mo
3—Vjf
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in
Qoc)
Odefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.11
Vert(LL)
-0.00
3-0
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 125
I
BC 0.08
I
Vert(CT)
I
-0.01
3-4
>999
180
I
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT)
-0.01
2
We
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix-R
Weight 10lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (size) 4=0-M (min, 0-1-B), 2=Mechanical, 3=Mechanical
Max Horz4=57(LC 8)
Max Upli84=-21(LC 0). 2--66(LC 8)
Max Grav4=103(I.0 1). 2=70(LC 1). 3=53(LC 3)
FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
Structural wood sheathing directly applied or 3.0-0 oc puffins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuh=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=151k Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60
2) This buss has been designed for a 10.0 psf bottom chord live load nonooncorrent with any other live loads.
3) Refer to girders) for truss to buss connections.
4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4, 2.
LOAD CASE(S) Standard
PE 051
/ t
b t STA
OIL
0
<ORID
i,,/SS oNA I I�NG\\\���
I
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL in
'oc' Udell L/d
PLATES . GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.26
Ved(LL) -0.02
4-5>999 240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.20
Ved(CT) -0.04
45 >999 180
BCLL 0.0
Rep Stress Ina
YES
WB 0.06
Horz(CT) -0.02
3 n/a n/a
BCDL 10.0
Code FBC2017JTP12014
Matra-P
Weight 191b FT=20%
LUMBER-
TOP CHORD W SP Not
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid wiling directly applied or 10-M oc bracing.
WEBS 2x4 SP No.3
'
REACTIONS. (size) 3--Mechanical, 4--Mechanical, 5=0-8-0 (min. 0-1-8)
Max Horz5=124(LC 8)
Max Upi8 3i—l04(LC 8), 5=94(LC 4)
Max Gmv3=109(LC 1), 4=81(LC 3). 5=283(LC 1)
FORCES. (lb) - Max. CompJMax. 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=1511; CaL II; Exp C; End., GCpl=0.16;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to buss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except Qt=1b) 3=104.
LOAD CASE(S) Standard
a ,
lass
ruse type
y Plan 17r2
I; -A
.im
Jack -Open
t 7
Job Reference o Uanal
soumem Tnm. FL Pismo. FL, $4951
T.F.
Plate Offsets (KY)— 11:0b12
0-1-12) r4.04-0 0.0.4t
r4.6-0.0
at-121
LOADING(PS)
SPACING- 24)-0
CSI.
DEFL.
in
poc)
Wait
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.32
Vert(LL)
0.03
3-4
>999
240
MT20
244/190
TOOL 7.0
' Lumber DOL 1.25
BC 0.25
Vert(CT)
-0.05
3-0
>999
180
SCLL 0.0
Rep Stress Ina YES
WB 0.00
Hom(CT)
-0.02
2
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matra-R
Weight 16 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 ' BOT CHORD
REACTIONS. (sire) 4=04I-0 (min. 0.1.8), 2=Mechanical, 3=Mechanical
Max Horz4=-99(LC 8)
Max Up11114=43(LC 8), 2=108(LC 8)
Max Grav4=177(LC 1). 2=120(LC 1). 3=90(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown.
Structural wood sheathing directly applied or 54)-0 cc pudins, except
end verticals.
Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsh h=15ft; Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); cantilever left and tight exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord We load noncentxment 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) 4 except at -lb) 2=108.
LOAD CASE(S) Standard
o •
fuss
ruse I ype
Plan 1722
772-A
is
Jack Open
23 1
Jab Reference a Oonal
Southern Try , FL Pi rc FL, 34951
01
Run: b. TJu 5" 2"" w0e7ZvdFV75ZKMPIIn"7i'PeE G.nRqn_eROtlTWU'A- IN
ID:EaPDUIwCVVA01eaAe:u alo Arn n,
id-0 8-0-0
1 -0 66.0
M
Dead Load Def. - 118 in
LOADING(psf)
I SPACING- 2-0-0
CSI.
DEFL in
Owl I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.26
TC 0.61
Ved(LL) 0.10
4-5 >766 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
I
SC 0.47
Vert(CT) -0.18
I
4-5 >444 100
I
SCLL 0.0
11 Rep Stress Inv YES
B
W0.09
Horz(CT) -0.06
3 Na Na
BCDL 10.0
Code FBC2017ffP12014
Matrb(-P
Weight 26 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 co pudins.
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) 3=Mechaniml, 4=1viechanical, 5=041-0 (min. 0-1.8)
Max Horz5=165(LC 8)
Max Upllft3=147(LC 8), 5=106(1.0 8)
Max Gmv3=161(LC 1), 4=120(LC 3), 5=353(LC 1)
FORCES. (Ib) - Malt CompJMex. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-5=319/300
NOTES-
1) Wind: ASCE 7.10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.DpsF, h=15$ Cat 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord Me load nonconcunent with any other live loads.
3) Referto girders) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt--Ib) 3=147,
5=106.
LOAD CASE(S) Standard
N_1M_I
�\\\� P\\GENS+�`��/i
PE L05-1STA /
-5O �� ,t.�-1— 1�
�P� 71v� Q
/F�ORIO�Qi��
///�SSONAI �ENG\\\��\
spedal
f
2x6 II 1z4 11
LOADING(psf) SPACING- 24)-0 CSL DEFL in Qoc) Irdell Ltd PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TO 0.20 Veri(LL) 0.02 7-8 >999 240 MT20 2441190
TOOL 7.0 Lumber DOL 1.25 BC 0.21 Veri(CT) .0.02 7-8 >999 180
BCLL 0.0 Rep Stress Ina YES WB 0.07 Harz(CT) -0.05 5 Wa We
BCOL 10.0 Code F13C2017[rP12014 Matdx-S Weight 32 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 uc puriins.
BOT CHORD 2x4 SP No BOT CHORD Rigid caging directly applied or 6-0-0 on bracing.
WEBS 2x4 SP No.3 '
REACTIONS. All bearings Mechanical except ()t--length) 8=0-8-0, 7=04l-0.
(lb) - Max Horz8=165(LC 8)
Max Uplift Ali uplift 100 Ib or less at)oint(s) 5, 8 except 7=-216(LC 8)
Max Grav, Ali reactions 250 lb or less at Joint(s) 5, 6 except 8=256(LC 1), 7=359(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. -Ail forces 250 (lb) arises except when shown.
WEBS 4-7=2511228
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=S.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plat: 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 girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oinl(s) 5, 8 except at --lb) 7.216.
LOAD CASE(S) Standard
PE
/ I
b 1 -TA OF
p`�(�-1-1�
1i/'�F�.<ORIOP
SONA��ENG10 \\\��\ d`
f
2x6 II 1x4 II
LOADING(psf)
SPACING- 2-0-0
CS[.
DEFL. in
Coo) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.19
Vert(LL) 0.03
9 >999 240
MT20 244/190
TCDL 7.0
"Lumber DOL 1.25
BC 0.15
Vart(CT) 0.03
9 >999 180
BCLL 0.0
Rep Stress [nor YES
WB 0.06
Horz(CT) -0.02
6 We n/a
BCDL 10.0
Code FBC2017/TP]2014
Matra-S
Weight 34 lb FT= 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 SP No2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 '
REACTIONS. All bearings Mechanical except at=length)10=0-8-0, 8=0A-0.
Cb) - Max Hmz1(M65(LC 8)
Max Uplift A0 uplift 1001b or less etjoint(s) 6,10 except 8=202(.0 8)
Max Grav Ali reactions 250 lb or less atJoint(s) 6,7 except 10=254(.0 1), 8=356(LC 1)
FORCES. Cb)- Max. CompJMax. Ten. -All forces 250 Cb) or less exceptwhen shown.
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. II; Exp C; Encl.. GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed: 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) Referto girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001h uplift at Joint(s) 6,10 except Ct=1b)
8=202.
LOAD CASE(S) Standard
\�CENS�.\�.i
PE 051 1
r I
STA OF
ORID
s ON I l IS
O
NSS
NsS lype Plan 1722
anaa
J9G
JVIY
Roof Special G✓der t t
Job Reference o 'an
Southem7rum, FL Pierce, FL., 34951 con:a.wes amneu�ornrrn o.ews..r.c''T6LxsGhhwOAZFOWuzYCNse0ke78Z8Pk3.P�
ID:EaPOUIwCWA016WS07vTFdz75c4G5 Y DkY
6108
3M II
tx4 II 3x4 =
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in
(loc) 11de6 L/d
PLATES GRIP
MILL 20.0
Plate Grip DOL 1.25
TC 0.47
Vert(LL) -0.03
7-8 >999 240
MT20 2441190
TCDL 7.0
LumberDOL 1.25
BC OA7
Vert(CT) -0.05
7.8 >702 180
BCLL 0.0
Rep Stress Ina NO
WB 0.07
Horz(CT) -0.00
5 n/a Na
BCDL 10.0
Code FBC2017/TPI2014
MabaS
Weight 401b FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly app8ed or 6-0-0 no pudins, except
SOT CHORD 2x4 SP M 31
end verticals.
WEBS 2x4 SP No.3 `ExceW
BOT CHORD
Rigid ceiling directly applied or 10.0.0 oc bracing.
W 1: 24 SP No.2
REACTIONS. All bearings 04i-0 except (jt--length) S=Mechanical, 7=Mechanipl.
(Ib)- Max Horz9=134(LC8)
Max Uplift All uplift 100 lb or less atjoint(s) 5,9 except 7=-241(LC 8), 8=160(LC 8)
Matt Grav All reactions 250lb or less at jeint(s) 5,9 except 7=491(LC 1), 6=688(LC 1)
-
FORCES. (lb) - Max Comp./Max. 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.Opsf, h=15ft; Cat 11; Exp C. Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
4)Refer to girders) for buss to truss connections.
5) Refer to girders) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1100 lb uplift at joint(s) 5, 9 except at --lb) 7=241,
8=160.
7) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001in.
8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 64 lb down and 21 lb up at 0-9-13 on
top chord, and 794 lb down and 284 lb up at 6-8-12 on bottom chord. The design/selecdon of such connection device(s) is the
responsibility of others.
9) 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 3-4=54, 45=-54, 6-9=20
Concentrated Loads Qb)
Vert: 10=-6011=794(B)
PE 051
f I _
STA OF
OR I O
SS
4,4 =
4x4 =
Dead Load Deft. - 61161n
Id
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(Ioc) I/deff Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL) -0.30
1-9 >868 240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 1.00
Vert(CT) -0.63
1-9 >416 180
SCLL 0.0
Rep Stress Ina YES
WB 0.20
Hom(CT) 0.05
7 No n/a
Weight 102 lb FT = 20%
BCDL 10.0
Code FBC2017/TPI2014
Mab xS
LUMBER-
TOP CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural mod sheathing directly applied or 4-2-7 oc pudlns.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid telling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
'
WEDGE
Let, 2x6 SP No.2
SLIDER Right 2x4 SP No.3 25-11
REACTIONS. (size) 7=11,11echanical, 1=0-8-0 (min. 0-1-0)
Max Horz 1=76(LC 8)
Max Uplift7=264(LC 9), 1=271(LC 8)
Max Grav7=814(LC 1).1=814(LC 1)
FORCES. (lb) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=1546/547, 2-3=12201372, 3-4=10811368, 45=1196/369, 5-6=-1358/492,
6-7--1418/482
BOTCHORD 1-9=516N381,8-9=221N081,7-8=a69/1216
WEBS 2-9=-380/331, 3-9-44/325, 45=221251, 5-8=-2191260
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=1510 Cat 11; Exp C; End, GCPI--0.18:
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanics] connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Crib) 7-264,
1=271.
LOAD CASE(S) Standard
M.
PE X6051 \
i 1
O STA OF
10�� c�-1-lS itvQ l�.
%,FS��ORIDP�\a�\�\ 2
,.
W72-A
Oder
4x7 =
14
tx4 II
15
4x7 =
Dead Load Dell. =1/a in
I I
U7 = 314 = 4x4 = 3xe = 3x4 = —1
LOADING(psf)
SPACING- 2-0-0
CSI.
TC OAS
DEFL. in (hoc) Udefl Ud
Vert(LL) 0.18 11-13 1999 240
PLATES GRIP
MT20 244/190
TCLL 20.0
TCDL 7.0
Plate Grip DOL 1.25
Lumber DOL 1.25
BC 0.93
Vert(CT) .0.28
1-13 >959 180
BCLL 0.0
Rep Stress [nor NO
WB 0.22
Horz(CT) 0.10
9 We n/a
Weight 1171b FT = 20°%
BCDL 10.0
Code FBC2017iTP12014
MatrixS
LUMBER-
TOP CHORD 2x4 SP No.2 `Except*
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3.0-11 oc pudins.
T3: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 4-11-1 oc bracing.
BOT CHORD 2x4 SP No.2 '
WEBS 20 SP No.3
SLIDER Left 2x6 SP No.2 2.0.14, Right 2x6 SP No.2 1-113
REACTIONS. (size) 1=0-8-0 (m1n.0-1-12), 9=0-" (min. 0.1-13)
Max Horzl= 61(LC 28)
Max UpI1lU=704(LC 8), 9=724(LC 9)
Max Grav1=1496(1_0 1), 9=1538(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-319711561. 2.3=314511568. 3-4=304211486, 4-14=307911564, 5-14=307911564,
5-15=307911564, 6-15=-3079/1564, 6-7=292611432, 7-8=28D4I1401, 8-9-2862/1398
BOT CHORD 1-13=1429/2864,12-13=13042809, 11-12=1304/2809,11-16=-123112708,
10-16=123112708, 9-10=-1169/2465
WEBS 3.13=-200f299,4.13=91/568,4-11=237/427,5-11=-447/405,6.11=-2921554,
6.10=15/435, 7-10=-2101402
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=4.2psh, BCDL=5.OpsF h=15% CaL II; Exp C; End., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ; 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 psi bottom chord live load nonconcuvent with any other five loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift atjoint(s) except (It-ib)1=704,
9=724.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 280 Ib up at B-0.0,
107 lb down and 150 lb up at 10-0-12. 107111 down and 150 lb up at 11-8-0. and 107 lb down and 150 It, up at 13-3-0, and 225 lb down
and 280111 up at 15-4-0 on top chord, and 2B5 lb down and 134 lb up at 841-0, 80 lb down at 10-0-12. 80 lb down at 11-8.0, and 80 lb
down at 133-4, and 285 Ib down and 134 lb up at 153�4 on bottom chord. The design/selection of such connection device(s) Is the
responsibility of others.
7) In ftie LOAD CASES) section, loads tied to the face of the truss are noted as front (F) or back (B). �t
it I III
GEN
PE 7 051�o
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert 14=54, 4-6=54, 6-9=-54,1-9=20
Concentrated Loads (Ib)
Vert: 4=178(F) 6=178(F)12-54(F) 13=285(F) 5=-107(F)11=64(F)10=285(F)14-707(F)15=107(F)16=54(F)
1 STATEBF _
s ONA �iE�G\\\�N�
20 9
LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Wait Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ved(LL) n/a - We 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) Na - n/a 999
BCLL 0.0 Rep Stress Ina YES WB 0.00 Hoa(CT) -0.00 2 n1a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight 6to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0 3 TOP CHORD structural wood sheathing directly applied or 24-0 oc puriins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braclng.
REACTIONS. (size) 1=2b0 (min. 0-1-8), 2=24-0 (min. 0-"), 3-2.4-0 (min. 0-1-8)
Max Horz1=33(LC 8)
Max Up8IH=18(LC 8), 2=-10(LC 8)
Max Gmvi=59(LC 1), 2=43(LC 1), 3=32(LC 3)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1)Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.0psi; h=15ft; CaL 11; Exp C; End., GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed ; 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 nonconcurrenl with any other live loads.
4) Bearing atjoird(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s)1, 2.
LOAD CASE(S) Standard
2
3
2x4 � 2x4 It.
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
In (toc)
ItdeB
Ltd
999
PLATES GRIP
MT20 244t190
TCU 20.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL)
We -
n1a
TCDL 7.0
Lumber DOL 1.25
SC 0.24
Ved(CT)
We -
nla
999
BCU 0.0
Rep Stress lncr YES
WB 0.00
Horz(CT)
0.00
rda
Na
Weight: 14 lb FT=20%
BCD L 10.0
Code FBC20177rP12014
MatrixP
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 1=4-4-0 (min. 0-1-8), 3--4-0-0 (min. 0-1-8)
Max Horz1=71(LC 8)
Max Uplifts=39(LC 8), 3=-88(LC 8)
Max Grev1=128(LC 1), 3=128(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown
BRACING -
TOP CHORD Structural wood sheathing directly applied or4-4-0 oc puffins, except
end verticals.
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=42psf; BCDL=5.0psf; h=15tk Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and dght exposed ; 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 mechanics] connection (by others) of truss to bearing plate capable of withstanding 100 lb uprr t at)oint(s)1, 3.
LOAD CASE(S) Standard
" V i -\.XCENS+�`
PE 051n I
--lot STApF
0;C
jc' n f -1 S itv�ej
////ss o�l