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HomeMy WebLinkAboutTRUSSSOUTHERN TRUSS COMPANIES, INC.
S O U -r H E R N SCANN2D RANDY@SOUTHERNTRUSS.COM
I S S 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951
R (800) 232-0509 / (772) 464-4160 / (772) 318-0016 Fax:
COM PAN I ES 8,1,�;
Project Nam
and Address: Oakland Lake Occupancy: X Single -Family
Lot: 35
Block: County: Saint Lucie Multi -Family
Truss Comp
Truss Engine,'
° y: Southern Truss Companies, Inc. Commercial
° ring Program: Mitek Engineering
Plates By: M
ek Plates
Contractor /
uilder: Ryan Homes
Model: 1452
11 Elevation: A Options:
STATEMENTil
I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance
with Florida B
7ding Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by
the following
i `ovision: ROOF FLOOR
Top chord live load: 20 P.S.F. Top chord live load: --- P.S.F.
Design criteria
'' ASCE.7-10: l60 MPH Top chord dead load:�P.S.F. Top chord dead load: --- P.S.F.
Engineer: Bri
M. Bleakly Bottom chord live load: P.S.F. Bottom chord live load: --- P.S.F.
Address: 259
N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F.
Fo
Pierce, FL. 34951 Duration factor: 1.25 Duration factor: ---
Mean height: 15'
Exposure: C
* 10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads.
I
'his is an index sheet submitted in accordance with the Department of Professional Engineering.
allahassee, FL. Engineering sheets are photocopies of the original design and approved by me.
Nq.
Truss'
! .
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
1!
Al
111
21
J3
41
61
81
96
2
A2
22
J4
42
62
82
97
3
A3
23
J5
43
63
1
83
98
4
A4 111
24
J58
44
1
64
84
99
5
A5 Ij
25
J6
45
65
85
100
6
A6 TI
26
J7
46
66
86
101
7
A7
27
MV2
47
67
87
102
8
A8
28
MV4
48
68
88
103
9
A8G
29
MV6
49
1
69
89
104
10
B1 111
30
50
70
90
105
111
B2 IJI
31
51
71
91
106
12
B3
32
52
72
92
107
1!3
B4G
33
53
73
93
108
1.4
C1
34
54 1
74
94
109
115
C2 111
35
55
75
95
110
1;6
C3G 111
1 36 56 76
37 57 77
38 1 58 78
39 59 79.
40 60 1 80 -
my seal, I hearby certify that the above information
ect to the best of my knowledge and belief. `
117
06 1
1
118 1
07
119 1
J1 I1
2�0 I
J2
As witness WI
is true and c
Name: Bria l
M. Bleakly Lie. #76051
FILECO
Py p,..
!YPtCAL.• DETAIL_ (9
CORNER.
HIP
NOTE: NDS=NotionaI Design Specifictions
ALLOWABLE
REACTION PER JOINT
I for Wood Construction.
Qp UP TO 265# = 2-16d NAILS REQ'D.
132.5# p r Nail (D.O.L.Factor=1.00)
toe only have 0.83 of
©UP TO 394
= 3-16d NAILS REQ'D.
nds f���ails
lateral Re''s�' istance Value.
1 S� �0 SD
J1 A
1.5 &
•OVER ® '
I O n u n
O l n'
,A u u u u
J3
• ip Q tl II tI' II
`� -
~r'
i
use 2-16d
`� toe nail @
7-0-0
HIP GIRDER (
` TC
,
H7 (HIP GIRDER)
t
A A
W7 M
! '
O©t
12
i OVER
Typical
jack 45'
u 3-16d `.
attachment
toe nail 0 -1&-,
I®
TYPICAL CORNER LAYOUT
& �-16d � _BC,,
Typical
hack'
attachment
I i
FASTENER
CHORD HANGERS
! GIRDER JACK
2-16d nails
ji—il TO HIP JACK GIRDER BC — — — — —_ _ 2-16dnails — — — ——
2-16d-nails —
J5 TO! HIP JACK GIRDER BC — — — — — — — 2-16d nails — — — — —
��IIII TC — 3-16d nails —
J7 Td HIP GIRDER BC — — — — — — — 2-16d nails — — — — —
TC — — — — — — 3-16d nails — — — — —
HIP II CK GIRDER (CJ7) TO HIP GIRDER BC — — — — — — — 2-16d nails — — — — —
MINIMUM GRADE OF LUMBER LOADING (PSF) STR INCR.: oax
FBC2017
T.C. 2,14 SYP 2 L Q
B.C. 2x4 N 2 TOP 20
WEBS 20 SYP No.3 10
SP�NG 24" O_C.
SOUTHERN �-
! Fort Pierce Division
TRUSS 2590 N. Kings Highway,
Fort Pierce, FL 34951
COMPANIES (800)232-0509 (772)464-4160
ht4n//www=Utfw „M,C0m Fax:(772)318-0016
Brian Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
I PICAL DETAIL (9 CORNER. � RIP
T!
i TNational
NOTE: NDesign Specifictions
d Construction.132.5# .0.L.Factor=1.25)
nds toehave 0.83 of
lateral alue.
IR
oBOA BOA BOA >®
51-0-0
HIP GIRbER
OVER
ALLOWABLE REACTION PER JOINT
(Z) UP TO 265# = 2-16d NAILS REQ'D.
© UP TO 394# = 3-16d NAILS RFQ'D.
use 2-16d
toe nail
TC & BC.
:;11
' H5 (HIP GIRDER)
Typical jack 45'
attachment
TYPICAL CORNER LAYOUT
use 3-16d
toe nail
& 2-16d (
Typical Hip -jack'
attachment
FASTENER
CHORD HANGERS GIRDER JACK
TC — — — — — — — 2-16d nails — — — — —
J1—J3i
TO HIP JACK GIRDER
BC
_ _ _
_ _ _ —
2-16d
nails
— — — — —
���
TC
2-16d
nails
— — — — —
J5 TGlI
HIP JACK GIRDER
�I
BC
_ _ _
_ _ _ _
2-16d
nails
— — — — —
HIP
TC— — — — — —— 3-16dnails — — — — —
BC — — — — — —— 2-16d nails — — — ——
TC — — — — — — — 3-16d nails — — — — —
GIRDER (CJ5) TO HIP GIRDER BC _ _ _ _ _ _ _ 2-16d nails — — — — —
MINIMUM GRADE OF LUMBER LOADING (PSF) �• INCR.: 257
FBC2017
T.C. 2x4 SYP 2 :2114m"
0
B.C. 2x4 SYP 2 TOP 0
WEBS 2x4 SYP No.3 BOTTOM 10
SPACING O.C.
TRUSS
L
; GOMPA WS
http-.//www.southcmtruss aom
I
BrionjM. Bleakly Struct Eng #7
Fort Pierce Division
2590 N. Kings Highway,
Fort Pierce, FL 34951
(800)232-0509. (772)464-4160
Fox:(772)318-0016
6051 2590 N. Kings Highway. Ft Pierce, FL 34951 772-464-4160
132
innovatia
greater s
of all cor
D(W
highest (
MUS of
THA ban
MATERL
FINISH:
Zi
INSTAL►
• N�
th
•N
OPTION
•H
2
C
-C
•S
s
.r
This prodod is preferable fo similar conneclars because of
a) easier insfallallon, b) higherleads, c) lower 14512116111
or a combination of these features.
LAll hangers in this series have double shear nailing — an
distributes the load through two points on each joist nail for
pgth. This allows for fewer nails, faster installation, and the use
Ion nails for the same connection.
hear hangers range from the right capacity LUS hangers to the
ecity HGUS hangers. For medium load truss applications, the
a tower cost aftemative and easier installation than the HUS or
s, while providing greater load capacity and bearing than the LUS.
: See tables below and on page 133.
Ivaniized. Some products available in stainless steel or
X" coaling; see Corrosion Information, page 18-19.
ION • Use all specified fasteners. See General Notes.
must be driven at an angle through the joist or truss into
iader to achieve the table loads.
designed for welded or nailer applications_
• LUS and MUS hangers cannot be modified.
hangers available with the header flanges turned In for
(3'/a' and 4x only, with no load reduction. See HUSC
cealed Flange illustration.
cealed flanges are not available for HGUS and HHUS.
Hanger Options, pages 200-202, for sloped and/or
ued HHUS models.
er sizes available; consult your Simpson Strong -Tire representative.
ee page 20 for Code Reference Key Chart
products are available toaddiffonai corrosion proton.
II products on this page mayalso be arallab)o wdh this option,
witty Simpson Strong-Tre fordebdls.
products are approved forinstallatlon wlfh the Strong-Drfve SD Structurah
gar saw. See page 30 for the correct substiortlon and SD screw size.
[+j+♦
i
(♦
odel
JETZJ��ECrinzd
rriedo' ember
! SINGLEW17FS
S24F4"A,
S26
1e
V6
4%
1%
4-10d
210d
lys
4%
1%
410d
4-10d
t
US26
18
155s
54Sc
2
6-100
fi10d
S26
16
1%
5%
3
1416d
6-16dGUS26
12
1%
5%
5
20-161
846d
528
4%
18
1%
6%
13/
6-10d
410d
US28
6%
18
1%
6%
2
810d
8-10d
I;US28
b'A
16
1%
7
3
22-16d
8- 6d
j GU528
6°.ie
f2
1%
7%
5
36-16d
1216d
S210
4'/
18
1RS�
Tiro
13;
8-10d
410d
I;I US210
8iG
16
lgfi
9
3
30-16d
1016d
1.See table
on pace
133 for
ailowahle
loads.
G(HHUS210-2
(Truss Designer
to provide fastener
quanfily for connecting
muBiple members
together)
(1�IYIUS28
LSSiMPSON
trongTie
Of HUSC
Concealed
Flanges
(not available
for HHUS,
HGUS and
HUS2x}
Ih
noaurcu 110GI uogaJhii
Double Shear — ' Dome Double Shear
® Double Nailing Nailing Side View
Shear Side View (available on
Nailing Do not some models)
Top View y''p' bend tab .•�° U.S. Patent 5,603,5BD
'"k `.' �UFl1�leloa '��;. SPMoirrahleLoads SPF/HFAllowableLoads
j_ Code
Model U �—oor know_~ ooflNind= Upfifl' Floor Snow Roof Wind Upldt' Floor Snow Roof Wtnd Ref.
Roll.
Na.a�D 0. ' +?(1}1 1�. 160J (160) ' (100) (115) (125) (160) (160) (100) (115) (125) (16D)
S►NGLE2> DES
WS24
490
670
765
625
1045
490
725
830
895
1135
420
575
655
705
895
LUS26
1165•
865
990
1070
1355
1165
940
1075
1165
1475
1005
740
845
915
1160
17 F6,L17
MUS26
1090
1295
1480
1605
1825
logo
1410
1610
1745
1825
940
1110
1265
1370
1570
HUS26
550
27.20..
,�_ 5y
333
335
1550
2950
3335
3335
3335
1335
2330
2650
2820
2865
HGUS26
a� 65z
? 6U'
886
3 23If=
r 3�0s.
1765
4725
5290
5390
5390
1520
3750
4200
4500
4635
17, L17
LUS28 -
. r31_G5.
t10,:..`�
_.,._3fiD2'=.
1165
1200
1365
1480
1835
1005
940
1075
1165
j 1475
MUS28
1555
1730
1975
2140
2645
1555
1880
2150
2330
2645
1335
1475.
1690
1830
2275
HUS28
20DO
3965
4120
4220
4335
20DO
3790
3960'
4D7D
4335
1720
2905
3035
3125
3435
HGUS26
3615
6745
6970
7125
7275
$015
6460
6705
6870
7275
2595
4960
516D
5290
5745
17,L17
LU5210:.M�A
F� 09[f
1165
1445
1660
1795
2270
1005
: 1145
1305
1415
1745
R,F6,L17
'Ht15210D)10Ar155?.'-099_?.4._575�9�1D
30D0
41D5
4310
4450
4930
2580
315D
3315
3425
.3815
late: For dimensions and fastener iidormatinn, see table above. Seetable footnotes on page 133.
R
e
n
S
6
� ;.�,--s°.-;^•-:. _.... �. _,. _-..�. � :.:-:y:�.�'h'"''�'*�`' .`tea=` �rx'�''�^.�-- .` a'���
��'Pla( d.TriissConnectdr"s-•;:u =✓�• �=T-�f_y�rr„•;�,:�-—�_�— �-�-..
FACE MOUNT HANGERS
f7h : Il products aro ,,.A ble 01015111 co=Ifon protection. Additional products on pr These products are approved forinsbhffon with the Strong -Drive SO Sfructural-
this i0ge may a/so be ar 0able with dils option, check with Simpson strong -rig for detags Conirector screvr See page 30 for the correct substitution and SD screw size.
I'I
Model
11 No.
Min.
Heel
Heigh
Ga
Dimensions
W H B
Fasteners
Carrying Carried
Member Member(160)�i
r_DF/SPAfiowabjeLoads =E_
i;�s ;z�-z::.•
llplifll;:. Floor; Snow'•: -!Roof •' - Wind
SPF/HFAllowable Loads
Ifplifil Floor Snow Root Wind
code
Ref.
III DOUBLE&SiZES
L024-2
2/ 1181
31b I
31A
21
4-16d I
216dr44
800
910
985
1250
380
68D
780
845
1070
L0S2E2
V.
18
31/
47%
2
416d
416d
1DOD
88g
1D10
i090
1385
i7, F6, L17
H U526-2
434c
14
3iSc
53G
3
14-16d
6-16d
'L'?.�86���55
r
3905265
o
=
_ �,HGU526-2
1335
2390
2710
2925
3665
4%,
12
No
51A
4
2D-16d
B-16d355�48�1855
375D
42004500
4795
R, L17
LHS28-2
4c/ic
18
3%
7
2
6-i6d
416d
1315
1500
1625
2060
100Q
1125
1285
1390
1765
17Frh Liz
ES28-2
M
14
3%,
7Y.
3
22-16d
8-16d
2D00
4210
4770
5140
6440
1720
.3615
4095
4415
5375
HGUS28 2
634c
12
We
Ns
4
36-16d
12-16d
3235
7460 1
7460
7460
7460
2785
6415
6415
6415
6415
17, L17
L JS21D 2
I tiU5210 2
67/,c
B%
18
14
31b
334c
9
8�/
2
3
816d
30-16d
6-16d
ill i6d
1745'•-
40DQ
8
�,°5 5'
-_ 9Q=
s3 03525
+Z165
1i 0?.
15DD
1565
4B35
1785
5270
1935
5380
2455
5765
17FS, L17
6US210-2
8§�u
12
3%
93k
4
46-1611
16-16d
�1_9��
�J]QUa:
'QUO,.
�9�00;=
�J�UO_i
3525
7465
7730
7825
7825
17, L17
TRIPLE2x SIZES
O,'GUS26-3
4--A.
12
41S/4c
5Yz
4
20-15d
8-16d
2155
4355
4875 15230
5575
1855
3750
4200
4500
4795.
GUS2B-3
GUS21D-3
M.
8%
12
12
4%
4%
71/
9'/.
4
4
36-16d
46-16d
12 16d
16-16d
3235
• 40B5`
7460
—�--t-
A1�0
7460
�OA; .
7460
��_Op
7460
`970U;
2785
3525
6415
7825
6415
7825
6415
7825
6415
7825
17, L17
!OGUS212- 3
10%
12
41%
10Vc
4
56-16d
2016d
5045
9600
96M
9600
•9600
4335
8255
8255
8255
8255
GUS214-3
12%
12
4%
12%
4
66-16d
2216d
5515
10100
10100
101DO
10100
4745
8685
8685
8685
8685
f 13UADRUPLE2x SIZES
�iGUS?6 4
5'fz
112
6i4s
5'fre
4
2016d
8-16d
.0
;-035 ,
�M
523Q,..
.5?a
1855
3750
4200
4500
4795
17, L17
GUS28-4
7!4,
12
6'fic
73r+s
4
3616d
12r16d
g3235�.
46
746D,�y,
tOR '
146A
2785
6415
6415
6415
6415
GUS210-4
91/
12
6M,
IYA,
4
46-16d
1616d
4095
9100
910D
9100
9100
3525
7825
7825
7825
7825
17, F6, L17
WJS212-4
HGU5214-4
10%
12%
12
12
No
6'74e
10%
1215
4
4
56-16d
66-16d
2016d
2216d
�045
�15515Y
�96�p�
- 0°;-
� s
�9600'
. 0100
� G.
= 0]Og:
•4335
4745
8255
8685
8255
8685
8255
Sfi65
8255
8685
17. L17
4x SIZES
( 11OS46
4e/
118
1 3Y.
1 43;
2
416d
416d
1165
1030
1180
1280
1625
1000
880
1010
1090
1385
U, F6, L17
HGUS46
4%
12
3%
41A,
4
20-16d
8-16dK'�,'da
4355
4875
5230
5575
1855
3750
4200
4500
4795
17. L17
` IIHHUS46
4i4c
14
33G
534c
3
1416d
616d
2790
3160
3410
4265
1335
2390
2710
2925
3665
LUS48
43S
18
33Sc
63i
2
616d
416d
315+�150D..1625
G l)6D';
1000
1125
1285
1390
1765
fl, Ffi, L17
HU548'
�HHU548
6'/
6'k
14
14
3i4s
334
7
T/
2
3
616d
2216d
616d
8-16d
595•
) 275�.r'=s477i1M
B15 -
�q3J
15D�
7
ib4-0D'�
•���
` 1550
1720
1365
3615
1555
4095
1680
.4415
2115
5535
it HGUS48
0.
12
3%
7%
4
36-16d
1216d
_ �;.46`.
�3460=
�d60
2785
6415
6415
6415
6415
17. L17
LUS410
6A
18
No
�
2
8-16d
6-16d
1830
2D90
2265
2870
1500
1565
1185
1935
2455
17, F6, L17
�HHUS410
8%
14
3%
9
3
30-16d
10 16d
3745
5640
6365
6890
7165
3440
4835
5480
5910
6165
HGUS410
834c
12
3%
9
4
46-15d
16-16d
4095
9100
9100
910D
9100
3525
7825
7825
7825
7825
HGU5412
10�c
12
334
10'i4c
4
5616d
20 l6d
- '
Z 60
• ._'60P�
9600
4335
8255
6255
8255
8255
17, L17
HGUS414
11%c
1121
3%
12%.
4
.66-16d
22 16d
515
_1D1
'_1D9D0
31010D'
-1D10t1=-
4745
1 8685
B685
8685
8685
Uprdt loads have been Increased 6D9'o for wind orearthquake loading with no further
increase allowed. For normal loading applications such as cantilever construction
refer to Simpson Strong-M& Connector Selectar'software or conservatively
divide the uprdt load by 1.6.
Wind (160) is a download rating.
Minimum heel height shown is required to achieve full table loads. For less than
minimum heel height, see technical bulletin T-REDHEEL (see page 215 fordetags).
Truss chord cross -grain tension may Emit allowable loads. Refer to technical bulletins
TANSITPISPF, T-MSrrPISP and T ANSRPIDF for allowable loads iftat consider
ANSVlPI 1-2007 wood member design criteria (see page 2t3 fordetatlsj
5. Loads shown are based on minimum of 2-ply 2x carrying member. With 3x carrying
members, use 16dx214 nails Into the header and 16d commons into the joist with no
load reduction. With single 2x carrying members, use 10dx114 nails Into the header
and 1 Dd commons Into the joist, and reduce the load to 0.64 of the table value.
5. HAiLS:16d = 0.1627 dia. x 3W long.
See page 24-25 for other nail sizes and information.
■
133
.:Engineer
r
Actual
Joist
Size.
I
I
3%x 18
CIA
C
_Ca 5'/, x 7'/,
iv
to
E
~ 5'/ x
44 9%-9%
O
1
5'/a x
v 11Y.-11%
0
5'/4 x 14
Cb
as
e 1
tz
Y
SYx16
I
I
i
5'/4 x 18
i 7x
. i
I
7x i
11Y4
}
H
7x14 H
H
H
H
7x16 H
H
H1
HI
7x18 HI
HI
HI
7x14to30 Fa
&S
Dimensions
Fasteners
Allowable Loads
edel No.
Ga
Mini
DF/SP Species Header
SPF/HF Species Header
W
H
B
Max
Face
Joist
Uplift
Floor
Snow
Roof
Floor
Snow
Roof
(160)
(100)
(115)
(125)
(100)
(115)
(125)
16/HUC416
14
3�18
13%
2Yz
MIn
2D 16d
8-10d
1515
2975
3360
3610
2565
2895
3110
3546
13%
2%
Max
26-16d
12-10d
2015
3870
4365
4695
3330
3760
4045
S412
1213%
3%
110346
4
—
56-16d
20-16d
5046
9600
9600
9600
8255
8255
8255
S414
"0412 SDS
1234s
4
—
6616d
22-16d
5515
10100
10100
10100
8685
8685
8685
14
No
11
3
—
14-SDS114'x2Y'
6-SDS'/°x2'%'
2510
5460
75560
5560
3930
4000
4000
'�!IWON
14
5%
5'Y,e
2%
Min
111I
4-16d
900
1490
1680
1805
1280
1445
1555
li
5%
5'YM
2'fz
Max
14-16d
6-16d
1345
2085
2350
2530
1795
2025
2180
JS5.50/8
12
5%
6'Yis
4
—
36-16d
1216d
3235
7460
746D
7460
6415
6415
6415
i10/HUC61D
5%
5%
7%
21h
Min
1416d
6-16d
1345
2085
2350
2530
1795
2025
2180
IS5.50/10
14
7%
2%Max
18-16d
816d
1795
2680
3020
3250
2305
2605
28DD
6%
9
3
—
30-16d
10-16d
3735
5635
6380
6880
4835
5480
5910
D610-SDS
IS5.50/10
12
5%
9
3
—
12-SDS %'x2'/z'
6-SDS Y.-x2W
2520
4680
15380
5715
3370
3875
4115
51
8'34s
4
—
4&i6d
1616d
4095
9100
9100
9i00
7825
7825
7825
12/HUC612
5%9Ye
2%
Min
1&16d
616d
1345
2380
2685
2890
2D50
2315
2490
14
5'%
9%
2Y2 Max
22-16d
B 16d
1795
3275
3695
3970
2820
3180
3425
IS5.50/i0
534
9
3
—
30-16d
10-16d
3735
5635
6380
6680
4835
5480
5910
0612-SDS
5'fz
11
3
—
14-SDS Ylx2'W
6-SDS'/,5c2W
2520
5315
6315
5315
3825
3825
3825
S5.50/12
12
5'r4
10h
4
—
5&16d
20-16d
5045
9600
9600
9600
8255
8255
8255
16/HUC616
121%6
2% Min
20.16d
816d
1795
2975
3360
3610
2565
2895
3110
14
5Yz
12114s
2'fz Max
2&i6d
1216d
2695
3870
4365
4695
3330
3760
4045
S5.50/10
5'%
9
3
—
3016d
10-16d
3735
5635
6380
6880
4835
5480
5910
0612-SDS
5%
11
3
—
14-SDS 1/'x2'/z'
6-SDS Y,'x2'r4'
2520
5315
5315
5315
3825
3825
3825
55.50/14
12
5%
12%
4
—
6&16d
2216d
5515
i0100
10100
1D100
8685
8685
8685
16/HUC616
5%
12"A6
2h Min
2016d
8-16d
1795
2975
336p
3610
2565
2895
31.10
i5.50/10
14
5'/z
12" /s
2'r� Max
2&i6d
12-16d
2695
3870
.4365
4695
3330
3760
4045
1612-SDS
5'%
5%
9
11
3
—
30-16d
10-16d
3735
5635
638D
6880
4835
5480
5910
i5.50/14
12
3
— 14-SDS Y4III
6-SDS''/'x2%-
2520
5315
5315
5316
3825
3825
3825
5'/
12:4
4
—
613,16d
22-16d
5515
10100
10100
10100
8685
8685
8685
6/HUC616
5�4
i2"tie
2Yz
Min
2016d
816d'
1795
2975
3360
3610
2565
2895
3110
14
5%
12%
214
Max
2&16d
1216d
2695
3870
4365
4695
3330
3760
4045
15.50/10
51A
9
3
—
30-16d
10-16d
3735
5635
6380
6880
4835
5480
5910
1612-SDS
5'/z
' 11
3
—
14-SDS Y'x2W
6-SDS Y45c2W
2520
5315
5315
5315
3825
3825
3825
5.50/14
12
5%
12'%
4
—
66-16d
2216d
5515
10100
10100
10100
8685
8685
8685
)-2/
10-2
7%
9'/s
2Yz
Min
14-16d
6-16d
i345
2085
2350
2530
1795
2025
2180
14
T/s
9'/e
2%
Max
18-16d
8-16d
1795
2680
3020
3250
2305
2605
2800
7.25/10
71.
9
3-Me
—
30-16d
111
3735
5635
6380
6880
4835
5480
5910
7.25/10
12
7Y
85A
4
—
46-16d
16-16d
4095
9100
9100
9100
7825
7825.
7825
!-2/
12-2
7%
11%
2%
in
16-16d
6-16d
1345
2380
2685
2890
2050
2315
249D
14
7+/
11'/s
2%
Max
22-16d
816d
1795
3275
3695
3970
2820
3i80
3425
I.25/10
T5/12
7'/4
9
3s/,s
—
3016d
10-16d
3735
5635
6380
6880
4835
5480
5910
12
71
4
—
5616d
20-16d
5045
9600
9600
9600
8255
8255
8255
-2/
4-2
71
13%
2'r4
Min
20-16d
816d
1795
2975
3360
3610
2565
2895
3110
14
7'/a
13%
2'/z
Max
26-16d
12-16d
2695
3870
4365
4695
3330
3760
4045
.25/10
7A
9
We
—
3016d
10-16d
3735
5fi35
6380
6880
4835
5480
5910
25/14
12
7'/
12%
4
—
66-16d
2216d
5515 10100
1010D
10100
8685
8685
8685
•2/
1'2
7'/e
13'/e
2%
Min
20-16d
816d
1795
2975
3360
3610
2565
2895
3110
14
7'�
13'/s
2%
Max
26-16d
1216d
2695
3870
4365
4695
3330
3760
4045
25/10
7'/
9 3s/is
—
30-16d
10-16d
3735
5635
6380
6880
4835
5480
5910
25/14
12
7% 12%
4 .
—
66-16d
22-16d
5515 10100
10100
10100
8685
8685
8685
2/
1-2
7'rb 13Y.
2'%
Min
20 16d
8-16d 1795
2975 3360
3610 2565
2895
2895
3110
14
7'- 13%
2'fz
Max
2616d
1216d 2695
3870
4365
4695
3330
4110
25/10
7'/
9 31,s
—
3016d
10 i6d 3735
5635
6
8 L 6880
4835
5480
5910
25/14
12
7'/, 12'/,s
4
—
6616d
22-16d 5515
10100
i0100
10100
8685
8685
8685
tional hangers
see HGU/HHGU
on
page
107.
SIMPSON
Strong—VII
CoderRef.
19, L12, F8
19, F23
19, L12, F6
19
19, L12, F8
19, F23
19, L12, F8
19, F23
19, L12, F8
19, F23
19, L12, F8
19, F23
19, L12, F8
19, F23 n N
19, L12, F8
19, F23
19, L12, F8
19, F23
19, L12, F8
19, F23
19, L12, F8
19, F23
19, L12, F8
19, F23
ELI
See footnotes on
105.
cga
77
E
GRADE OF LUMBER -
2K4 SYP #2 SPF #1/#2 or better
20(+) OR 2s4 SP #2N OR SPF #1/#2 or better
20 SYP #3 or batter
(0) •2r3 MAY Be RIPPED FROM A 2Xo. (PITCHED OR SQUARE)
(•") ATTACH PAR VALLEY TO EVERY SUPPORTINO TRUSS VUTHI
(2) ted BOX (0.130' X 3.C;')N_AU HEM FOR
�FBC OD3.. ASCE ' �_7W,.MP
^ MEAN HEIoHr. ENCLGSED BUILDING.
EXP. U. nF.61DENmm.. WIND TC DL--B PSF.
CUT FROM 2xe OR
LARGER AS REQUIRED
e'--0" 4X
6'-0"Max
20'--0" Max (**) '
SUPPOFMNG TRUSSES AT 24- O.C. MAXIMUN SPACING.
P
„u� Fea carerFiEO ON ENQINEER'S SEALED DESIGN, MPIY 1x4: T—DRACE, 80�
MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'—W
TOP CHORD OF TRUSS BENEATH VALLEY SET MUST 6E BRACED WITH[
IN'O'iAUli710N ACFIED, MiEU SHEAiFANO APPLIED PRIOR TO VALLEY TRUSS
OR
ORRUNS AT 74x DO, OR AS OTHERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN
EBY VALLEY
ER ' TRUSSES •DESIGN IN
LIEU OF PURLDI SPADING AS SPECIFIED ON
(��• bF�NEATH TTMHE YALL6Y IS MrMURp ALONG THE SLLOPE F THE: TOPFTHE CHOORTRUSS
(++) LARGER SPANS FAI DE BUILT AS LONO AS THE VERTICAL HEIGHT DOES
HOT EXCEED 12-07.
BOTTOM CHORD MAY BE SQUZIRE OR PITCHED CUT AS SHOWN.
VALLEY
SPACING
SQUARE CUT
(2) 12d BOTTOM CHORD WRX w2"
SQUARE CUT (**)TOE HAIL VAL
V Z(- 9 RD
OPTIONAL STUB OPTIONAL HIP
9paalyel END VERTICAL JOINT DETAIL
01
Bo
,/=I-r-iTr-ig
nol fho raspons16 W of km d2sVner,%plato
pataare IIWg �INesa om oo wnw- to 0
ecnen tirartea NhiY is olNM fiN d to CT
ore to be areclsd and.7aSleneO l0loRmla In o soagm ona Wmp
o iheopnpp h apt dFeoly IQ, (he top cbwdls, Wy. shull a bm
I on Iho Im3+ design. Thwas aboll ba han& nah mosQlave wro
. FRAMING
TO LL
20
20
PSF
TC DL
10'
15
PSF
pC DL
10
10
PSF
80 LL
00
00
PSF'
TOTAL LOAD
40
45
PSF
I FIMM
1.25
1.25
Brous
21 ti I SPF
3 o HF
v
SP
M
DFL
HF
w
o
SP
DFL
SPF
=1
v
0
HF
.o
iv
SP
:j
,-
DFL
CE� b -
DOSURE C
sPzucE-, FANDAD
D
1 sir
DOuO-LIUTCH�
1
LIVE LOAD DEFLEOTION CRITERIA IS VZ40'
PROVIDE' UPLIFT CONN�gt1GNS FOR 136 PIF )- ER
CONTINUOUS BEA01HO. t° mSF TO, OEM ��'
°r,BLE. ,, D SUPPORTS LOAD FROM W1,
. P>rwoD�ov�RF"�iallo -° ov�FwNanx ,z"
A "t.BRACE: WfiH 1Dd NAIIS.
1g i zpF(t�S AND �4- DC. uETwm Ar 7ANEt
BRACE¢T ,SPACE NNIS A ZONESS,
�IryN , 6" f Nb. zON� ANO 8 OC' 9EIWEEN
�INg MusT BE A MINIMUM OF 807E OF WEB
MEMBER
DABLE VERTIC+a PLATE SI7E6
vwnr.AL N0 9PLloE
LESS 4 —0 W OR 293
ORFATER TIWN 4 -0', BUT 2a4
11 2.594
LESS THAN 11�
ORFATER 1F ,1 _g 98 D a R
PEAK SPLICE AND HEEL PLATES.
REFER TO RF1AK1 twvrr. r"" '•" ll' S '1 f 0"�
FiecUon 61ach19 not Iho INFImiihmv of inns de olf, plalo B
nor Inca foWictor, P-01T�oncugV%8� riwtr d o prohv
SOUTHM;N
S
Fort Pierce D
TRUSS
2F rt N. Kia, HI
Fort Pl■rco, FL
COMPANIES
(eao)aaF w.�772)3113-
hul'�/•�•"Othcnhw�a"m
0o s 41 B0 %here Iw 111HUno le pppGad dfd
spec id on Iht W►0 doaipn. Tm
'Mom to t d
a
aoteoaanai
nt lappgng
mqulrvd In
womman.
wen Off' Maxlmun Total Load 60 P5F
1149 d r►0 spACING AT 74" O.C.
cats during
Top Chord 2x4 SYP MZ or
Bait Chord 2x4 SYP #: or
Webs 2x4 SYP #3 or
REFER TD SEALED DESIGN FOR DASHED PLATES
SPACE PIGGYBACK. VERTICALS AT 4' OC MAX.
TS ROOT AND
OV R D SPLICES
HE� M� BE STAGGERED 50 THAT ONE SPLICE
ATTACH pURUNS TO.TOP OF FLAT TOP CHORD, IF PIGGYBACK
iS SOLID LUMBER OR THE BOTTOM CHORD IS OMrnED. PURLINS
MAY BE APPLIED. BENEATH THE TOP CHORD OF SUPPORTING TRUSS.
REFER To ENGINEER'S SEALED DESIGN FOR REQUIRED PURLIN SPACING.
THIS DETAIL 15 APPLICABLE FOR THE FOLLOWING WIND COMMONS:
LOCA�TEDMPH ANYWHERE N, HOOF. 1 MI. FROM COW
CLOSED BLDG.
CAT 1, EXp C,'WIND TC, OL-5 PSF, WIND BO DL- PSF
141) MPH; WIND. 30' MEAN NOT. F9 010
�L'DL.%E gLD PS WILTED BCYDRLi IN HOOF
FRONT FADE V2 MAY BE OFFSET FROM BACK FACE
PLATES AS LONAS BOTH FACES ARE SPACED 4' OC MAX.
12
M12
B
OPTIONAL
7rD
B
WEB BRACING CHART
WEB LENGTH
REQUIRED BRACING
0' TO 7'9"
NO BRACING
TO 10'
10 —r BRACE. SAME GRADE, SPECIES AS WEB
MEMBERAND BOX H OF WEB
7'9"
ATTACH�WITH Bd NAILS AT 4ER
0/C.
2x4 T' BRACE. SAME GRADE, SPECIES AS WEB
1O' TO 14'
MEMBER, OR BETTER AND 809 LENGTH OF WEB
MEMBER, ATTACH WITH 16d NAILS AT 4" 0/C.
2' Typical B 1
B B
131
D—SPLICE
i
I
• i
*ATTACH PIGGYBACK WiTH B"XBX1/Y COX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0 '4'-0" O.C. MAX.
JOINT
SPANS UP TO
A
2x4
2.5x4
2.5x4
3x5
B
4x5
5x6
5x6
5x6
C
1.5x3
1.5x4
1.5x4
1.5x4.
D
5x4
5x5
5x5
5x6
lot
C
I n
C
C
I
C.
I
n _ C
V1/ ca r- r-i o r-s _=_:;
Erection bmdng is nol the reeponsibilfty of Uwa daigner, plate mamd,
nor tress febrkator, persons erecting busses are cautioned to seek profs
advice regonliing erecilon bmdng which Is ciaap regLW to praysnt b
Fort Pierce D(vision and doadndng daring erecli0M and pelmpnent bracing which may be FeV
259Q a Kings ttigImoY, specific oppileoubmi. Sew 0C51—BI Summery sheet Commenloly end recor
KN. 9 dations for hendfmg, inatalfmg & bmc4 meld plate eatelecled Toad messes
Fa Pisn e, FL 34G'o Thmes iae to be ereclM and fastened s1 fdalened in o slmlght and plumb
(B00)232-0509 (772)464-4160
Fax.(772)31B-0o1S_ _ ___ There no sheating is opptiad dkectiy to the lop chords, they ahcil be bra
spldfied s`n -Uie Inns ddesign. Trusses -shop be handle wI'Ih reasonable care
Udan to FMI dwoege.
Maximun Loading
55psf at 1.33 'Duration Factor
50psf at 1.25 Duration Factor
47psf at 1.15 Duration Factor.
SPACING AT 24" O.C.
SCAB -BRACE -DETAIL I ST - SCAB -BRACE
Note: Scab -Bracing to be used when continuous
lateral bracing at midpoint (or T Brace) is
impractical.
Scab must cover full length of web +1- 6".
I
"* THIS DETAIL IS NOT.APLICABLEWHEN BRACING IS "*
REQUIREDAT'113•POINTS OR I -BRACE IS -SPECIFIED.-
A PLY 2x SCAB TO ONE FACE OF WEB WTH
21 OWS OF 10d (3" X 0.131 ") NAILS SPACED 6"'O.C.
S AB MUST BE THE SAME GRADE, SIZE AND
S ;, EC1ES (OR BETTER) AS THE WEB.
MAXIMUM WEB AXIAL FORCE = 2500 Ibs
MAXIMUM WEB LENGTH
2x4 MINIMUM WEB —
SIZE -SCAB BRACE MINIMUM WEB GRADE OF #3
I I
I I
I
I � '
I
I i
I
I
I
1
Nails Section Detail
Scab -Brace
Web
must be same species grade (or better) as web member.
T-BRACE / I -BRACE DETAIL
Note: T-Bracing / I -Bracing to be used when continuous lateral bracing
is impractical. T-Brace / 1-Brace must cover 90% of web length.
i
Note: This detail NOT to be used to colivert T-Brace / I -Brace
webs to continuous lateral braced webs.
I I
III Nailing Pattern
T-Brace 'size
Nail Size.
Nail Spacing
1x4 �r ix6
10d
8" o.c.
2x4 or,Px6 or 2x8
16d
8" o.c.
Not"ll: Nail along entire length -of:T-Brace / I -Brace.
(On Two-Ply's Nail to Both Plies) .. '
1
WEB
Nails
n
/
'. t
SPACING
T BRACE
Nails �i� � Section Detail
T-Brace
=� web
alternate po Ition
Nails -__
I -Brace
Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size 1 2-
2x3 or 2x4 1 x4 (*) T Brace 1 x4 (*) I -Bra
2x6 1x6 (*) T-Brace 2x6 I -Brace
2x8 2x8 T-Brace 2(8 I -Brace
Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
j 1
2
2x3 or 2x4
12x4 T Brace
2x4 I -Brace
2x6 -
2x6 T Brace
2x6 I -Brace
2x8
12x8 T Brace
2x8 I -Brace
T-Brace / I -Brace must be same species and grade (or better) as web member.
(*) NOTE: If SP webs are used in the truss, '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-Brace/I-Brace
For SP truss lumber grades up to #1 with IX bracing material, use IND 55 for T Brace/I Brace
L-BRACE DETAIL
III
Nailing Pattem .
L-Brace sl
a
Nail Site .
Nail Spacing
1 x4 0
10d
&"• D.C.
2x4, 6, 018
16d
8" D.C.
IIIIte: Nail along entire length of L-Brace•
(On Two-Ply's Nail to Both Plies)..
I
Nails
Section Detail
L-Brace
Web
4CING
L-BRACE
Note: L-Bracing to be used when continuous
lateral bracing is impractical. L-brace
must cover 90%of web length:
L-Brace rust be same species grade (or.better) as web member..
L-Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or 2x4
1 x4
***
2x6
US
***
2x8
2x8
*••
—DIRECT SUBSTITUTION NOT APLICABLE.
L-Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
, 2
2x3 or 2x4
2x4
***
2x6
2x6
***
2x8
2x8
**•
— DIRECT SUBSTITUTION NOT APLICABLE.
i'
inN
ru
Truss Type
ty
Iy
Ryan Homes -1452 A d
�t452-A
'
Al
COMMON
1
I
�
Job Reference (optional)_�
Southern Truss , Ft. Pierce,
FC 34951
Run: 8 200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M Tek Indusfies, Inc Mon Jul 1612:24:03 2(118 Page 1
ID: EaPOUIwCWA016wSO7vTFdz?5cK-mz7V7uU8F77drg9R_PIFjWwJheGe11FL9phBQgyxujC
7-5-'
13 7-3
21-0-0
—i----- 28-4-13 34-6-13 4240-0
1 i-----7-5-3
7-5-
6-2-0
7-4-13
7-4-13 6-2-0
5.00 12
5 Scale = 1:69.9
I
�
3x4
3x4
3x6 t�-
i
4
6 3x6
3
7
,
I
1.5x4 \\
1.5x4
2
4
$
I
I
2
I
1
1
1 9
W1
yl
tom*
3x5 =
15
14
13
12 11 10 3x5 =
3x10 M18SHS It
3x4 =
I
li
4x6 =
3x4 =
3x4 = 4x6 = 3x4 = 3x10 M1aSHS II
1-0 0
9-2-6
17-0-13
24-11-3 _32-9-10 _ _ _, 4140-0 4,2-"
- - -
-0�-
III 8-2-6
7-10-6
7-10-6 7-10-6 8-2-6 0-0
Plate Offsets 10-0-14
Ede 1:0-04,Ed e , 9:0-0-14,Ed e , 9:0-0-4,Ed e
LOADING(psf)
I ,
SPACING- 2-0-0
CSI.
DEFL. in poc) 1/detl L/d
PLATES GRIP
TCLL
20.0
Plate Grip DOL •1.25
TC
0.96
Vert(LL) 0.22 12-13 >999 240
MT20 2441190
TCDL
7.0
Lumber DOL 1.25
BC
0.76
Vert(CT) -0.42 12-13 >999 180
M18SHS 244/190
BCLL
0.0
Rep Stress Incr 'YES
WB
0.59
Horz(CT) 0.13 9 n/a n/a
BCDL I
10.0
Code FBC2017/TP12014
Matrix-S
Weight: 213 lb FT =10%
LUMBER -
TOP CHORD 2x4 SP
T1: 2x4
BOT CHORD 2x4 SP
WEBS 2x4 SP
WEDGE
LeftIx6 SP No.2, Rig
REACTIONS. (lb/size
Max Hr
Max UI
I
FORCES. (lb) - Max.
TOP CHORD 1-2=:
6-7=
BOT CHORD 1-15=
i 11-12
WEBS 5-12
4-13=
anced roof li
ASCE 7-10;
rates are I
truss has
CASE(S)
>2 *Except*
IM31
31
2x6 SP No.2
1=152910-8-0 (min. 0-1=8); 9=1529/0-8-0 (min. 0-1-8)
1=159(LC 8)
:1=-529(LC 8), 9=529(LC 9)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
/Max. Ten. - All forces 250 (Ib) or less except when shown.
114, 2-3=308311077, 3-4=-296611095, 4-5=2377/865, 5-6=23771865,
095, 7-8=308311077, 8-9=-3258/1114
2934, 14-15=-814/2449, 13-14=814/2449,12-13=-450/1809,
2449, 10-11=-654/2449, 9-10=938/2934
74, 6-12=-6501441, 6-10=-215/564, 8-10=-297/297, 5-13=-329/774,
41, 4-15=2151564, 2-15=297/297
loads have been considered for this design.
ilt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
Lumber DOL=1.60 plate grip DOL=1.60
Mates unless otherwise indicated.
lesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
*nnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=529,
L\GENS���i�
PE 76051
l�
-a sra o
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I
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Type
ty
P y
Ryan Homes -1452 A d
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A2
COMMON
2
1
Job Reference (optional)
Soother Tntss , Ft. Pierce.
F 34951
Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 Mi rek Industries, Inc Mon Jul 161224:04 2018 Page 1
�
ID:EaPOUIwCVVA016wSO7vTFdz?5cK E9htLEVmORFUT kdY6pUGkSWR2ctmmfVOTOkyGyxVjP
7-5-3
13-7-3 19-6-0
—T--
�_1-0.0_
28-4-13 34-6.13 42-6.0
13--�- 6-2-0 — —} 7-5-3
" 7-5-3
6-2-0 5-I0-13
1-6 0 1-6.0
5 td
Scale = 1,74.0
'
3x6 = 3x6
5.00 12 5x5 =
I
5 6 7
3x4
3x4
3x6 % 4
8 3x6
3
9
1.5x4 O
1.5x4 //03
2
4
Lh
10
3
1
1
11 1
11
At
Iq
=
3x5J
17 16 15
14 13 12 3x5 = c
3x10 M18S
S 11
I
3xd = 4x6 = 3x4 =
3x4 = 4x6 = 3x4 = 3x10 M18SHS I I
1-0-0
9-2-6
17-0-13
.24-11-3
, _ _ _ 32-9-10 41-M 4,2-O f
AI 8-2-6
7-10-6
7-10-6
7-10-6 ' 8-2-6 1-0 0
Plate Offsets (X Y) - [1,0-0-4
Ed e] [1.040-14 Edge] [5.0-3-12 0-2-8] [6.0-2-8 0-3-0] p:0-3-12 0-2-8]
[11:0-0-14 Edge] [11:0-0-4 Edge]
LOAD ING(psf)
SPACING-
24)-0
CSI.
DEFL.
in • (loc) Well L/d
PLATES GRIP
TCLL I 20.0
Plate Grip DOL
1.25
TC 0.84
Vert(LL)
0.26 14-15 >999 240
MT20 2441190
TCDL 1 7.0
Lumber DOL
1.25
BC 0.76
Vert(CT) -0.51 14-15 >968 180
M18SHS 244/190
BCLL 0.0
Rep Stress Incr
YES
WB 0.52
Horz(CT)
0.13 11 n/a n/a
I
BCDLI 10.0
Code FBC20171rP12014
Matrix-S
Weight: 211 1b FT =10%
LUMBER -
TOP CHORD 2x4 SP
T2: 2x4
BOT CHORD 2x4 SP.
WEBS 2x4 SP
WEDGE
Left: Ix6 SP No.2, Rig
REACTIONS. (Iblsize
Max H<
Max UI
I
FORCES. (ib) - Max.
TOP CHORD 1-2
1 8-9=-:
BOT CHORD 1-17=
1 13-14
WEBS 6-14
4-15=
NOTES-
1) Unbalanced roof liv{
2) Wind: ASCE 7-10;
MWFRS (envelope
3) Provide adequate
4) Al; plates are MT20'
5) This truss has bee
6) Provide mechanical
11=517.
LOAD CASE(S) Sta
31 "Except'
� No.2
31
2x6 SP No.2
1=152910-8-0 (min. 0-1-8). 11=1529/0-8-0 (min. 0-1-8)
1=148(LC 8)
1=-517(LC 8), 11=-517(LC 9)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc puriins.
BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
Installed during truss erection, in accordance with Stabilizer
Installation quide.
Dmp./Max. Ten. - All forces 250 (lb) or less except when shown.
67.11089, 2-3=-3088/1051, 3-4=-3012/1069, 4-5=2368/826, 7-8=2368/827,
12/1069, 9-10=3088/1051, 10-11=3267/1090,5-6=21331810, 6-7=21331810
065/2945,16-17=-764/2428, 15-16=764/2428, 14-15=-427/1826,
615/2428, 12-13=-615/2428,11-12=917/2945
961729, 8-14=590/402, 8-12=232/585, 10-12=318/313, 6-15=296/729,
901401, 4-17=231/585, 2-17=318/312
loads have been considered for this design.
t1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
Lumber DOL=1.60 plate grip DOL=1.60.
linage to prevent water ponding.
dates unless otherwise indicated.
lesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
:onnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=517,
k
1 —
cuss
toss ype
y
Ryan Homes - 1452 A d
IN
352-A '
�3
HIP2.
Job Reference (optional)
�Sourhem Truss, Ft_ Pierce, FL
34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Ina Man Jul 1612:24:04 2018 Page 1
ID:EaPOUIwCWA016wSO7vTFdz?5cK-E9htLEVmORFUT kdY6pUGkSVw2hlmjlVOTQkyGyxVjF
6-3-31
~
11-5-5 17-6-0 24-&0
�-- —
",
30.6-11 35.8-13 42-0-0
-�
6-3-3
5-2-1 6�11 7-0.0
6-0-11 5-2-1 63-3^�
Scale=1:70.4
,f
5x7 =
5.00 12 5x5 =
I
6 7
3x4 ,�-
3x4 C
3x6 - 5
8 3x6 C
1.5x4 �� 4 W5
9
1.5x4 O CM
4x6 i�--
3
10 9
46
2
11
1
12
41-3
rM Iq
0
5x7 =
18 17 16 15
0
14 13 5x7 =
3x5 —
3x4 = 4x6 = 3x4 — 3x8 —
46 = 3x4 = 3x5 —
I
14-0
1
I
943 17�6-0 24-6-0
424-0
32-7-13 40-M 41
8-0-4 B•1-13 7-"
&1-13 B-0-4 01410
0.4-0
1-0-0
Plate Offsets Mn— t1:0-3-10
0-2-8] [6:0-5-40-2-8] I12:0-3-10 0-2-8]
LOADI
iNG(psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 1 20.0
Plate Grip DOL 125
TC 0.93
Vert(LL) -0.20
16 >999 240
MT20 244/190
TCDL 1 7.0
Lumber DOL 1.25
BC 0.42
Vert(CT) -0.41
16-18 >999 180
BCLL ; 0.0
Rep Stress Incr YES
WB 0.77
Horz(CT) 0.13
12 n/a We
BCDL 10.0
Code FBC2017ITP12014
MatrixS
Weight 227 lb FT = 10%
BRACING-
LUMBER- 4.2
TOPCHORD 2x4SP TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP M 31 BOT CHORD
Rigid ceiling directly applied or 7-8-0 oc bracing.
WEBS 2x4 SP �,o.3 WEBS
1 Row at midpt 6-15
SLIDER Left 2x6!SP No.2 2-11-8. Right 2x6 SP No.2 2-11-8
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
1=1529/0 8 0 (min. 0.1-8), 12=1529/0 8 0 (min. 0-1-8)
REACTIONS. (lb/sizeio
Installation guide.
Max H1=133(LC 8)
ll'FORCES.
Max Ul=-000(LC8), 12=-500(LC 9)
(Ib) - Max.mpJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-156/1053, 2-3=-3178/1065, 3-4=3036/951, 4-5=-2937/960, 5-6=2355/777,
6-7=2�1241755, 748=235W77, 8-9=2937/960, 9-10=30361951, 10-11=3178/1066,
11-12=13256/1053
BOT CHORD 1-18=1033/2933,17-18=-805/2618, 16-17=-805/2618,15-16=504/2124,
I;
14-15 672/2618, 13-14-67212618, 12-13=900/2933
WEBS 3-18Q2371256, 5-18=-711428, 5-16=-643/385, 6-16=165/556, 7-15=117/557,
8-15--�43/385, 8-13=72/427, 10-13=237/256
NOTES- �I
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; ult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.0psf h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) (Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate d mage to prevent water ponding.
1
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanicai'connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at --lb) 1=500,
12I 500.
LOAD CASE(S) Stan rd
CENs��`���i_
f PE 76051 \ '_
1 � 1
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I i
,
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Oty Ply
an Homes -1452 A d
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2 1
Job Reference Maq
m Soulhern iss , Ft. Pierce,
�`-
FL 34951 Run: 8200 s Nov 30 2017 Print 8.200 s Nov 30 201Ton
ek Industries, Inc. Mon Jul 1612:24:04 2018 Page 1
11 ID:EaPOUIwCWA016wSO7vTFdz75cK-E9htLEVmORFUT kdY60UGkSX62bpmgdVOTOkyGyxVjF
I
15-6-0 21-6-13 26-6-0 , 34�-12 , 42-0-0
7-74
7-7-
7-10-12 6-0-13 4-11-3 7-10 12
Scale=1:70.4
5.00 12 5x5 = 5x5 =
3x4 =
5 T36 7
i
3x6 3x6 C
3x4 4 8 3x4
3 6 9 0,
4x4 �i
4x4 A
4x4 2
2 I 10 4x4
R9 WA
4I
I T
5x7 =
17 16 15 14 13
18 12 5x7 = o
US=
1.Sx4 II 3x6 = 3x4 = 3x8 = 4x6 = 1.5x4 II 3x5 =
3x4 =
I
1-0-08
I. 14 15-2-0 20-7-7_ ,___ __ 26_10-0 _ 3311-2 41-0-0 42-M
i
7=0-14 7-1-2 5 5 7 6-2-9 7-1-2 ' 7-0-14 1 0 0
Plate Offsets Y — 1
-3-10 0-3 0 :0-2-8,0-2- 11:0-3-10,0-3-0
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 1 20.0
Plate Grip DOL 125
TC 0.79
Vert(LL) 0.24 15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.83
Vert(CT) -0.44 17-18 >999 180
BCLL I 0.0
Rep Stress Incr YES
WB 0.26
Horz(C n 0.19 11 nla n!a
BCDL 10.0
Code FBC2017lrP12014
Matrix-S
Weight: 230 Ib FT = 10%
LUMBER-
BRACING -
TOP CHORD 2,4 SP
0.2 *Except* TOP CHORD Structural wood sheathing directly applied.
T2: 2x4
P M 31 BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing.
BOT CHORD 2x4 SP
b.2 WEBS 1 Row at midpt 3-17, 6-14, 9-14
WEBS; 2x4 SP
6.3 MTek recommends that Stabilizers and required cross bracing be
'P
SLIDEr Left 2x6
No.2 3-8.4, Right 2x6 SP No2 3-8-4 installed during truss erection, in accordance with Stabilizer
I
I
j Installation guide.
REACTIONS (lb/Size); II 1=1529/0-8-0 (min. 0-1-13), 11=1529/"-U (min. U-1-13)
Max Ho 1=-118(LC 91
Max UPI 1=-480(LC 8), 11=480(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=34'�75/966, 2-3=3149/983, 3-4=-25911846, 4-5=-2506/869, 5-6=2437/904,
6-7= 79/838, 7-8=2505/867, 8-9=25911844, 9-10=3149/984, 10-11=3275/967
BOT CHORD 1-18=- 33/2950, 17-18=933/2950,16-17=61212291, 15-16=-612/2291,14-15=-087/2448,
13-1=/2951, 12-13- IK15l2951, 11-12=835/2951
WEB9 3-18- }314, 3-17=706/420, 5 17=-100/462, 5-15=107/396, 6-14=-435/137,
7-14='�32/627, 9-14=-707/422, 9-12=0/311
1) Unbalanced roof livd'� oads have been considered for this design.
2) Wind: ASCE 7-10; %% It=160mph (3 second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); umber DOL=1.60 plate grip DOL=1.60
3) Pr9vide adequate d' inage to prevent water ponding.
4) This truss has been�esigned for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
5) Prc80de mechanical 1(connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)1=480,
11=4
CASE(S)
\\` \\ 11VI I. 8 ///�//
4 , GENs�.
( r
PE 76051
b �` STA O
4 OR
��1(Illllll
Ryan Homes -1452A�1
;42-A
�russType
HIP
Job Reference (optionaq
951 n: sNov Print 0D s Nov 30 2017 M;-T Industries, Inc. Mon Jul 1612.24:05 2018 Page 1
Soother
Truss , Ft. Pierce, FL.
ID:EaPOUIwCWA016wSO7vTFdz?5cK iLEFYaWOnkNL58Jp6gLjpx?BRxkVDFed7AIUjyxVjC
7-0-14
13 6 0 21 0 0 28�-0 34 11-2 42 0 0 ,
7-0-14
65 2 7-0.0 �— 7-6-0 6 5-2 7-044
Scale=1:69.2
5x7 = 1.5x4 11 5x7 =
I
4 5 6
j
5. �12
4 3x4
3 7 rn
4x4
4x4
4x4 2
101 8 4x4 a "
9
d
]q
5x7 =
16 15 14 13 12 11 10 5x7 = o
3x5 =
1-5x4 11 4x6 = 3x8 = 3x4 = 1.5x4 11 3x5 =
3x4 = 46 =
1.4-0
42-M
13E-0 21-" i 28-0-0 i__ 34-11-2 , 4080 41r0-0
5 8.14
6S2 T-0.0 7.6.0 6-5-2- 5.8-14 01"
14)-0
Plate Offsets (X Y)- (1.0-3-10
0-3-0] [4:0-&4 0-2-8) [6:0-5-4 0-2-8] [9:0-3-10 0-3-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in (loc) Well Ud
PLATES GRIP
TCLL
20.0
Plate Grip DOL 1.25
TC 0.96
Vert(LL) 0.29 13 >999 240
MT20 244/190
TCDL
7.0
Lumber DOL 1.25
BC 0.79
Vert(CT) -0.52 13-15 >957 180
BCLL
0.0
Rep Stress Incr YES
WB 0.56
Horz(CT) 0.19 9 n/a n/a
BCDL
10.0
Code FBC2017ITP12014
Matrix-S
Weight 223 lb FT = 10%
LUMBER-
I BRACING -
TOP CHORD
2x4 SP
b.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD
2x4 SP
9.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing.
WEBSI
2x4 SP
9.3 MiTek recommends that Stabilizers and required cross bracing be
SLIDER
Left 2x6
P No.2 3-4-13, Right 2x6 SP No.2 3-4-13 installed during truss erection, in accordance with Stabilizer
REACTIONS.
(Iblsize)
Installation guide.
II1=1529/0-8-0 (min. 0-1-13), 9=1529/0-8-0 (min. 0-1-13)
Max
9)
�,1=-103(LC
Max UpI
ftl=-472(LC 5), 9=-472(LC 4)
rUKL.F:Q. tiu) - max. upmp.nwax. i en. - wi lulums cou t1u) u1 1cas e;AucN1 w11011 5liuwl1.
TOP CHORD 1-2=-3f81/1030, 2-3=3164/1045, 3-4=-2724/963, 4-5=2855/1104, 5-6=2855/1104,
6-7=-2y�?4/963, 7-8=3164/1046, 8-9=-328111030
BOT CHORD 1-16=897/2955, 15-16=897/2955, 14-15=72312461, 13-14=723/2461,12-13=.719/2461,
11-12=, 719/2461,10-11=894/2955, 9-10=894/2955
WEBS 3-16=0;269, 3-15=-563/351, 4-15=-79/443, 4 13=226/644, 5-13=-457/348,
6-13=-f26/644, 6-11=79/443, 7-11=563/352, 7-10=0/269
NOTES-
i) Unbalanced roof live �oads have been considered for this design.
2) Wind: ASCE 7-10; V it=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope};rj:umber DOL=1.60 plate grip DOL=1.60
3) Provide adequate or
E12'signed
age to prevent water ponding.
4)This truss has been for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanicalnnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)1=472,
CASE(S)
III 13�
' i �
PE 76051
L -�'� I
1 i
STA O
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ply Ryan Homes -1452 A G
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—
Job Reference o tional --
Southem russ , FL Pierce, FL
34951
Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 16 12:24:05 2018 Page 1
i
f
ID:EaPOUIwCWA016wSO7vTFdz?5cK-iLEFYaWOnkNL58Jp6gLjpx?1xROxV6Ged7AIUjyxVjC
�- 6-0-14
i
11.6.0
i 17-10-0 ,
-- 24-2-0 30.6.0 i 35-11-2 , 42-0-0 i
6-0-14
5-0 2
6-4-0
6.4-0 6.4-0 5.5-2 6-0-14
Scale=1:69.3
5x5 =
3x4 =
3x6 = 3x4 = 5x5 =
5.001
4 2_5
6 _ 7TA 8
i
x4 �X
3x4 C
3
9
4x6
4.6-
2
10
1 �"
11
1�*
- o
5x7 =
18
17 16
15 14 13 12 5x7 =
3x
=
1.5x4 11
3x8 = 4x6 —
3x4 = 4x6 = 3x8 = 1.5x4 11 3x5 =
1-4-0
42-M
1-
6-0-14
11.6.0
21.0-0
30-0-0 3511-2 40-8-0 4
4$-14
5.5.2
9_"
9$-0 5.5-2 4$-14
Od-0
1.0.0
LOADING(psf)
SPACING-
2-0 0
CSI.
DEFL.
in (loc)
Ildefl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
0.31 15
>999
240
TCDL 1 7.0
Lumber DOL
1.25
BC OA5
Vert(CT)
-0.56 13-15
>879
180
BCU_ 0.0
Rep Stress lncr
YES
WB 1.00
Horz(CT)
0.15 11
n/a
n/a
BCDL 10.0
Code FBC2017/1-PI2014
Matrix-S
TOP CHORD 2x4 SP N6.2
BOT CHORD 2x4 SP MII� 1
WEBS I 2x4 SP N0; 3
SLIDER Left 2x6 sP No.2 2-10-5. Right 2x6 SP No.2 2-10-5
(lb/size) 1=1529/0-8-0 (min. 0-1-8), 11=1529/0-8-0 (min. 0-1-8)
Max Ho I1=88(LC 10)
Max Upf 1=-497(LC 5), 11=-497(LC 4)
PLATES GRIP
MT20 244/190
Weight: 218 Ib FT =10%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing.
MiTek,recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) - Max. Coinp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=33o1/1099, 2-3=3248/1113, 3-4=-2888/1051, 4-5=-2638/1010, 5-6=-3280/1257,
6-7=3260/1257, 7-8=2638/1010, 8-9-2888/1051, 9-10=-3248/1113, 10-11=3301/1099
BOT CHORD 1-18=965/2974, 17-18=-965/2974,16-17=1117/3216, 15-16=-1117/3216,
14-15= 1 11513216,13-14=-1115/3216,12-13-96112974, 11-12=-961/2974
WEBS3-17=-403/292, 4-17=208082, 5-17=840/361, 7-13=-840/361, 8-13= 208/782,
9-13=-43/292
I
NOTES-
1) Unbalanced roof live oads have been considered for this design.
2) Wind: ASCE 7-10; V 1�=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); umber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drai,• age to prevent water ponding.
4) Thisltruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=497,
11=497.
LOAD
�\'\\`\, M B/l/,/
PE 76051 \
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runs
-
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Ryan Homes -1452 A d
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Job Reference (oytional)
Southern Truss , Ft Pierce, FL
951
Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Wek Industries, Inc. Mon Jul 1612:24:06 2018 Page 1
i
ID:EaP01 lIwCWA016wSO7vTFdz?5cK-AYodmwXCY2VCiluOgXsyL9YxDrNeEb7osnvrl9yxVit
5-0-14
9-0 0
17-2-9
T
24-9-7 32-6.0 36-11-2 , 42-0-0
- —
5.0-14
4-5-2
7-8-9
7.6-13 7-8-9� 4-5-19 5-044
Scale=1:69.2
5x7 =
1.5x4 !I
3x8 = 3x4 = 5x7 =
5.00 12
4
5
6 7 8
1.5x4'--
1.5x4
4x6 i
3 9 4x6 a
2R110
02
�
1
• 11
Ic
I
I�
5x7 =
17
16
15
14 13 12 5x7 =
3x5 =
3x4 =
46 —_
3x8 =
3x4 = 4x6 —_ 3x4 = 3x5 =
14-0
42.0-0
1
9f-0
17-2-9
24-9.7 32Z 40-M 4
2-0
7-8-9
7-6-13 7-8.9 8-2-0
1 0.4-0
1-0-0
Plate onsets Y
I
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL) 0.38 14-15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC OA2
Vert(CT) -0.64 14-15 >772 180
BCLL 0.0
Rep Stress Incr YES
WB 0.77
Horz(CT) 0.15 11 n/a n/a
BCDL 10.0
Code FBC2017lrP12014
Matrix-S
Weight: 212 Ib FT =10%
TOP CHORD 2.4 SP
I T2,T3: e
BOT CHORD 2x4 SP
WEBS I 2x4 SP
SLIDER Left 2x6
(lb/size)
Max Hot
Max Uol
2 *Except
SPM31
No.2 2-3-8, Right 2x6 SP No.2 2-3-8
" (min. 0-1-8), 11=1529/0-8-0 (min. 0-1-8)
9)
5), 11 =-523(LC 4)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-14 oc puriins.
BOT CHORD
Rigid ceiling directly applied or 6-6-11 oc bracing.
WEBS
1 Row at midpt 7-15
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation uide.
FORCES. (Ib) - Max. mpdMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=3#3/1204, 2-3=3219/1211, 3-4=-3046/1137, 4-5=3899/1574, 5-6=-3899/1574,
6-7=3899/1574, 7-8=3900/1575, 8-9=-3046/1136, 9-10=321911211, 10-11=3273/1204
BOT CHORD 1-17=-'�b57/2940,16-17=-937/2793,15-16=937/2793,14-15=-1429/3900,
13-14=-934/2793, 12-13=-934/2793, 11-12=1054/2940
WEBS 3-17=- irj6/264, 4-17=14/368, 4-15=559/1341, 5-15=-4341329, 7-14=-474/330,
8-14= 60/1342, 8-12=14/368, 9-12=176/264
1)L
2) V
h
3) F
4) -1
5) F
1
anced roof li
ASCE 7-10;
truss has been
ide mechanical
have been considered for this design.
)mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat II; Exp C; Encl.. GCpi=0.18;
-r DOL=1.60 plate grip DOL=1.60
to prevent water ponding.
ed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
lion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=523,
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Job Reference (optional)
Souihem Tnrss , FL Pierce, FL.� 951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc. Mon Jul 1612:24:06 2018 Page 1
ID:EaPOUIwCWA016wSO7vTFdz?5cK-AYodmwXOY2VCiluOgXsyL9YtDTErEb4osnvrl9yxVit
,s ors ors.�n.an. id1�e 71 n11 2741-2 28-2-0 31-4-0 34-6.0 4048-0 42-0-0
'1-4-0'
6-2-0
' 1-"' 1-6.0' 3-9-14
6-6-2
0-5-Z
u-riq .rc-u
ii
Scale = 1:72.9
1
i
5x5 =
7x8 6 3x6 =
5x5 = 11 7x8
5.00 12
5x5 =
3x4 =
5x5 =
3x4 =
3f 4 25
6
7
89 T 1 T4 12
Tq
cc
5x10 \\
5x10 // m
2
13 14
1
VI
CD 21
I
20
19
18
17 16
15U5 _
3x5 =
I
5x5 =
5x6 =
3x8 =
5x6 = 5x5 =
I
14-0
1
42-"
.1-0-0 .
I 7-6.0
14-3.14
i 21-0-0
27-8-2
, 34i'i-0... _ i 40-8-0
414-0 ,
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.90 18-19 >522 180
BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.15 15 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 226 Ib FT = 10%
LUMBER -I BRACING -
TOP C ORD 2x4 SP N 2 *Except*. TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins.
T2,T4: 2x ��SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT C ORD 2x4 SP N ' 2 JOINTS 1 Brace at Jt(s): 10
WEBS 2x4 SP N 13 MiTek recommends that Stabilizers and required crass bracing be
installed during truss erection, in accordance with Stabilizer
Installation uide.
REACTIONS. (lb/size) 1=1554/0-8-0 (min. 0-1-13), 15=1554/0-8-0 (min. 0-1-13)
Max Horz,�l =81 (LC 8)
Max Uplif{121=-626(LC 8), 15=-485(LC 4)
FORCES. (lb) - Max. Coll p./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP C ORD 1-2=476�210, 2-3=2779/1103, 3-5=-3806/1587, 5-6=-4048/1672, 6-7= 4569/1841,
7-8=-45P/1841, 8-9=-4024/1556, 9-10=-3784/1477,10-12=3784/1477, 12-13=-2768/946,
1&14=;;489/190, 3-4=-261N 19, 11-12=-295/140, 9-11=290/126
BOT CHORD 1-21=235/489, 20-21=316/489,19-20=1010/2522, 18-19=1597/4048,
1 17-18=!i , 481 /4024, 16-17=-817/2509, 15-16=-217/512,14-15=217/512
WEBS' 2-21=1 97/689, 2-20=68712036, 3-19=-67611700. 6-19=613/364, 6-18=-219/5T7,
7-18=3' /285. 8-18=-315l704, 8-17-637/393, 12-17=741/1755,13-16=-645/2001,
13-15=- 401/543
NOTES-
1) Unbalanced roof live I �ads have been considered for this design.
2) Wind: ASCE 7-10; Vu�-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18;
MWFRS (envelope); ljtmber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drat �j age to prevent water ponding.
4) This truss has been d lgned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical 1 °nnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (it --lb) 21=626,
15= 85.
6) Grar ihical purlin reprc entation does not depict the size or the orientation of the purin along the top and/or bottom chord._
LOAD ASE(S) Standa
Ivi_B(c9/��i
/ PE 76051
ST 0� /l
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1 !I
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Homes -1452 A d
4452-A
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Reference (optional)
-'J--
- Souihem Truss ,- FL Pierce, Fll
� 34951
Run: 8.200 s Nov 30 2017 Print: 8:200's Nov 30 2017 MiTek Industries, Inc. Mon Jul 161224:09 2018 Page 1
ID:EaPOUI WCV\1A016wSO7YTFdz?5cK-a7UmOxZvrztn7-ldbLgPfznAM43N2RyN EYk8VdUyxVj1,
1-4-0 76-0
12-11-14
16-3-15
i
23-6-1
29-0-2 , 34-6-0 i a0.8.0
5 4- 2 -' 8 5 14 TWO
_Az
1-4-0
&2
5 574
5 4-2
5 4 2
Scale = 1:69.2
5.00 12
5x7 =
1.5x4 11
3x8 =
4z6 = 1.5x4 11
3x4 = 5x7 =
3
22 23
4 24T9
25
265 27
6 28 7 29
30 T9 318 32 33 9
W x9 \\
6x9 // a
2
I
1'
10 11
Iq
21
20
34 35
19 18
36 37
38 17 39
40 41 16 42
43 15 14 44 45 46 13
12 3x5 =
3x5=
5x5 =
3x8 M18SHS=
1.5x4 11
3x8 =
3x5 = 5x5 =
3x8 =
5x6 W8=
11-4-0
42-0-0
1 0 4 , 7
12-11-14
18 315
23 81
29 0 2 34 6-0 AO
fi-2I
5-5-14
5-0-2
5-0-2
5.4-2 5.5-14 6-2-0
Or4W '
04.0
1-0-0
I -late vn5ets tA,rr- Lc:u
r1 1 �in,
LOADING(psf)
SPACING-
2-M
CSI.
DEFL
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 1
20.0
Plate Grip DOL
1.25
TC 0.91
Vert(LL)
0.60 16-17
>787
240
MT20
244/190
TCDL
7.0
Lumber DOL
125
BC 0.51
Vert(CT)
-0.83 16-17
>568
180
M18SHS
2441190
BCLL
BCDL
0.0
10.0
Rep Stress Incr NO
Code FBC2017frP12014
WB 0.80
Matrix-S
Horz(CT)
0.12 12
nla
n/a
Weight: 432 lb
FT =10%
u
LUMBER -
TOP CHORD 2x4 SP I
BOT CHORD 2x4 SP I
WEBS I 2.4 SP I
OTHER S 2x4 SP I
REACTIONS. (lb/size)
Max Ho
Max Up'.
FORCES. (lb) - Max. (
TOP CHORD 1-2� 7
10-11=
BOT CHORD 1-21=
19-35--
37-38=
40-41=
15113=
45-46=
WEBS 2-21=-
5-17=(
10-13=
NOTES-
1) 2-plt truss to be cone
Top chords connecte
Bottom chords connt
Webs connected as
merr bar 19-3 2x4 -1
at 0-9-0 oc, member
2x4 11 row at 0-9-0 i
2) All loads are conside
connections have be
3) Unbalanced roof live
4) Wind: ASCE 7-10; V
MWFRS (envelope);
5) Provide adequate dr.
6) All plates are MT201
G71"&WVt%%NSn
I
UKAGUYU-
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing.
(min. 0-1-8), 12=2852/0-8-0 (min. 0-1-8)
5), 12=-1298(LC 4)
lax. Ten. - All forces 250 (Ib) or less except when shown.
2-3=5434/2601, 3-22=7744/3791, 22-23=7743/3791, 4-23=7743/3791,
91, 24-25= 7743/3791, 25-26=-7743/3791, 5-26=-7743/3791,
37, 6-27=9097/4437, 6-28=9097/4437, 7-28=-9097/4437,
37,'29-30=-9097/4437, 30-31=9097/4437, 8-31=9097/4437,
'97, 32-33=-7755/3797, 9-33=-7755/3797, 9-10=-5432/2600,
8f766, 20-21=-4261766, 2034=-2311/4943, 34-35=-231114943,
311/4943, 19-36=4335/9118, 18-36=-4335/9118, 18-37=-4335/9118,
335/9118, 17-38=-433519118, 17-39=-433519118, 39-40=-4335/9118,
335/9118,16-41=-4335/9118, 16-42=3682f7754, 42-43=3682/7754,
682f7754, 15-44=368217754, 14 44=-3682f 754, 14-45=2307/4941,
307/4941, 13-46=2307/4941, 12-13=374/770, 11-12=374f770
69/1274, 2-20=-1990/4224, 3-19=-1578/3274, 4-19=5721500, 5-19=1615/767,
30, 7-16=-553/491, 8-16=745/1578, 8-14=1388/886, 9-14=-1587/3289,
987/4219, 10-12=-2567/1273
cted together with 10d (0.131"x3") nails as follows:
as follows: 2x4 -1 row at 0-9-0 oc.
ed as follows: 2x4 -1 row at 0-9-0 oc.
lows: 2x4 -1 row at 0-7-0 oc, Except member 20-2 2x4 -1 row at 0-9-0 oc, member 20-3 2x4 -1 row at 0-9-0 oc, ((I f
lw at 0-9-0 oc, member 4-19 2x4 -1 row at 0-9-0 oc, member 19-5 2x4 -1 row at 0-9-0 oc, member 5-17 2x4 -1 r�qw` N) - B
i-5 2x4 -1 row at 0-9-0 oc, member 7-16 2x4 -1 row at 0-9-0 oc, member 16-8 2x4 -1 row at 0-9-0 oc, member 4N P _ �r
member 14-9 2x4 -1 row at 0-9-0 oc, member 13-9 2x4 -1 row at 0-9-0 oc, member 13-10 2x4 -1 row at 0-
d equally applied to all plies,. except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply lZry"?i
i provided to distribute only loads noted as (F) or (B), unless otherwise indicated. \ i
ads have been considered for this design. / PE 76051 r
=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., G I--
Jmber DOL=1.60 plate grip DOL=1.60 I- f
Iage to prevent water ponding. STA O
tes unless otherwise indicated.
signed fora 10.0 psf bottom chord live load nonconc6rrent with any other live loads. 0
`.�0RI9P��
ZONAL
- �11(Ililll\
NOTES-
3) Providemechanical co' erection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at --lb) 21=1298, 12=1298.
9) Hangg(s) or other conr ection device(s) shall be provided sufficient to support concentrated load(s)176 lb down and 238 lb up at 7-6-0, 94 lb down and 139 lb up at 9-6-12, 94 lb
down and 139 lbup at - 1-6-12, 941b down and 139 Ib up at 13-6-12, 94 lb down and 139 Ib up at 15-6-12, 94 lb down and 139 Ib up at 17-6-12, 94 lb down and 139 lb up at
19-&12, 94 lb down and 139 lb up at 2140-0, 94 lb down.and 139 lb up at 22-54, 94 lb down and 139 lb up at 24-54, 94 lb down and 139 lb up at 26-5-4, 94 lb down and 139 lb
up at 28-5-4, 94 lb down and 139 lb up at 30-5-4, and 94 lb down and 139 lb up at 32-5.4, and 176 lb down and 238 lb up at 34-6-0 on top chord, and 252 lb down and 123 lbup
at 7-", 70 lb down at 119-6-12, 70 lb down at 11-6-12, 70 lb down at 13-6-12, 70 lb down at 15-6-12, 70 lb down at 17-6-12, 70 lb down at 19-6-12, 70 lb down at 21-0-0, 70 lb
down at 22-54, 70 lb c ii wn at 24-5-4, 70 lb down at 26-5-4, 70 ►b down at 28-5-4, 70 lb down at 30-5-4, and 70 lb down at 32-5-4, and 252 lb down and 123 lb up at 34-5-4 on
bottom chord. The des, gn/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standar j
1) Dead + Roof Live (balaIced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=54, ;9=54, 9-11=54, 1-11=20
Concentrated Loads (I
Vert: 3=129(B =94(8) 9=129(B) 20=252(B)13=252(B) 22=94(B) 23=-94(B) 24=94(B) 25=94(B) 26=94(B) 27=94(B) 28=-94(B) 29=94(B) 30=-94(8) 31=-94(B)
32=94(B) 33 4(B) 34=-47(B) 35=-47(B) 36=-47(B) 37=47(B) 38=-47(B) 39=-47(B) 40= 47(B) 41=-47(6) 42=-47(B) 43=-47(B) 44=-47(B) 45=-47(B) 46= 47(B)
it
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i
i
i
I
I
PE 76051
t` STA 0. '
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it
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Uty y Ryan Homes -1452 A d
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81 COMMON
1 1
Job Reference o tionap
Soudiem
Truss, Ft. Pierce, FL.
34951
Run: 8.200 s Nov 30 2017 Print: 8200 s Nov 30 2017 M7ek Industries, Inc- Mon Jul 16 12:24:09 2018 Page 1
ID:EaPOUIwCWA016wSO7vTFdz?5cK-a7UmOxZvrztnZldbLgPfznAOM3KhR6GEYk8VdUyxVjM
6-2-7 10-8.0
r 15-1-7 204-0-
6-2 7 4-5-9
4-5-7 5-2-9
Scale=1:33.5
44 =
I i
3
I
5.00 12
U4
U4
2
4
5 4x4
I
1
1 6
H
1 1
IC!a
3>4= I
9
8 7
3x9 11
3x4 =
3x4 = 3x4 = 3x6 II
1-0-0
7-11-13
13-4-2 20-4-0
140.0 "1
6-11-13
5.4-5 6-11-14
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-9 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-9 >968 160
BCLL I Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 6 n/a n/a
BCDL I 10.0 Code FBC2017JTP12014 Matrix-S Weight 96 lb FT =10%
LUMBER- BRACING -
TOP CHORD 2x4 SP NoJ2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc pudins.
BOT C ORD 2x4 SP N 2 BOT CHORD Rigid ceiling directly applied or 8-8-5 ocbracing.
WEBS 2x4 SP N 1.3 ' MiTek recommends that Stabilizers and required cross bracing be
WEDGE installed during truss erection, in accordance with Stabilizer
Left: 2x6 SP No.2 Installation guide.
SLIDER Right 2x6! P 140.2 2-9-10
I �
REACTIONS. (Ib/size) 74010-8-0 (min. 0-1-8),1=740/0-8-0 (min_ 0-1-8)
Max Ho=-81(LC 9)
Max Upl' 252(LC 9), 1=258(LC 8)
FORCES. (Ib) -Max. C ,II p.Uax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=13 "1/484, 2-3=-1206/440, 3-1=1121/405, 4-5=1215/442, 5-6=1274/428
BOTCH 1-9=-45 1224, 8 9=204/837, 7-8=204/837, 6-7-31911093
WEBS 2-9=29Eds
272, 3-9=-182/449, 3-7=139/329
NOTES-
1) Unbalanced roof live I have been considered for this design.
2) Wind: ASCE 7-10, Vu-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); 1 mber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical c �nection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 6=252,
1=258.
LOAD CASES) Standa d
< GENs�.
{{ PE 76051 i
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Job Reference (optional)
-.oumem iruss , n. tierce.
5.00 (12.
1x4
2 ,
ID:EaPOUIwCWA016wS07vTFdz45cK-a7UmOxZvrztnZldbLgPfznAQM3KhR6MEYk8VdLF VjK
11-4-0
3x4 = 5x5 =
3x4 =
3 4 5
10
3x4 =
Scale=1:34.6
1x4
6
so
7 4x4 zz: v
1 8
�o
9
3x4 = 3x6 11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.70
Vert(LL)
-0.12
1-11
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.66
Vert(CT)
-0.25
1-11
>950
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.17
Horz(CT)
0.03
8
nla
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
TOP CHORD 2x4 SP N
BOT CHORD 2x4 SP N
WEBS I 2x4 SP N
WEDGE
Left: 2x6 SP No.2
SLIDER Right 2x6
REACTIONS. (lb/size)
Max Hor,
Max Upk
FORCES. (Ib) - Max. G
TOP CHORD 1-2=13
3-4=1C
BOT CHORD 1-11=-4
WEBS 1 2-11=-2
NOTES=
1) Unbalanced roof live
2) Wind, ASCE 7-10; VL
MWF,RS (envelope);1
3) Provide adequate dra
4) This Truss has been d
5) Provide mechanical c
1=253.
LOAD CASE(S) Standa
.
P No.2 2-9-10
BRACING -
TOP CHORD
BOT CHORD
=740/0-8-0 (min. 0-1-8),1=740/0-8-0 (min. 0-1-8)
=-76(LC 9)
=-247(LC 9), 1=253(LC 8)
ip./Max. Ten. - All forces 250 (Ib) or less except when shown.
11468, 2-3=1204/424, 5-6=-11201391, 6-7=-1211/427, 7-8=1268/413,
i/416, 4-5=995/389
i11215,10-11=192/839, 9-10=192/839, 8-9=305/1088
1/258, 4-11=-172/436, 4-9=131/317
PLATES GRIP
MT20 244/190
Weight: 95 lb FT =10%
Structural wood sheathing directly applied or 4-2-13 oc purlins.
Rigid ceiling directly applied or 8-10-12 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation Guide.
have been considered for this design.
3mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
or DOL=1.60 plate grip DOL=1.60
to prevent water ponding.
ed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Rion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 8=247,
rUss yips
--
ly
Ryan Homes - 1452 A d
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1 1
Job Reference (optional)
- Soutaem Truss FL Pierce, FL.,
34951
Run: 8.200 s Nov 302017 Print: 8.200 s Nov 30 2017 Mil-ek Industries, Inc. Mon Jul 16 i2:24:10 2018 Pagel
,
ID:EaPOUIwCWA016WSO7VTFdz?5cK-2J28bHaXcH?e6vCnvNwuW?iX6SelAaeNmOu3AwyxVjJ
8-0-0
—
134-0 —i
- 204-0
------
8-"
55--4-0
7-0-0
Scale=1:33.2
4x4 =
Sx7 =
2
3
5.00[12
cb
m
4
1
to
6
3x4 —
7
6 5
3x9 11
3x4 =
3x4 — lx4 II
3x4 =
3x8 11
1-0 0
8-0-0
13 4 0
20-4-0
1-0-0
7-0-0
5-4-0
7-0-0
Plate Offsets MY)— [1:0;
,173-2],[1:0-1-14,0-0-2],[2:0-2-4 0-2.41[3.0.5-4 0-2-8i
[4:0-2-8 0-4-2]
LOADING(psf)
i
SPACING-
2-0-0
CSI.
DEFL. in (foe)
I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.95
Vert(LL) -0.13 1-7
>999 240
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.80
Vert(CT) -0.28 1-7
>852 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.10
Horz(CT) 0.04 4
n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Weight: 91 lb
FT =10%
LUMBER- BRACING -
TOP CHORD 2x4 SP Nc& *Except* TOP CHORD Structural wood sheathing directly applied.
T3: 2x6 SgjNo.2 t BOT CHORD Rigid ceiling directly applied or 10-M cc bracing.
BOT CHORD 2x4 SP No 2 MiTek recommends that Stabilizers and required cross bracing be
WEBS 2x4 SP Ne installed during truss erection, in accordance with Stabilizer
Installation guide:
Left: 2A SP No.2, Righta x4 SP N0.3
REACTIONS. (lb/size) 74010-8-0 (min. 0-1-8), 1 =740/043-0 (min. 0-1-8)
Max Horz =61(LC 8)
Max Upl' 228(LC 9), 1=-235(LC 8)
FORCES. (lb) - Max. Cc p./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-12 .4/395, 2-3=1118/408, 3-4=1228/380
BOT C90RD 1-7=-29(V 112, 6-7=270/1061, 5-6=270/1061, 4-5=-273/1056
WEBS , 2-7=0/2
1) Unbalanced roof live I$Ods have been considered for this design.
2) Wind: ASCE 7-10; Vui ,I 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drei age to prevent water ponding.
4) This truss has been d11igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical cdnnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 4=228,
LOAD
INS
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Job Reference (optional)
Southern Truss,
Ft. Pierce, FL.,
951 Run: 6.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Mi rek Industries. Inc. Mort Jul 1612.24:10 2018 Page 1
I', ID:EaPOUIwCWA016wSO7vTFdz?5cK-2J28bHaXcH7eBvCnvNwuW?idtShnAX7NmOu3AwyxVjJ
{ —
--
6r0-0 10-8-0 15-4-0 21-4-0 - I
--r--- —T
6=0 0 4 4 8 0 6-ID-0
Scale = 1:34.6
I
I
4x7 1x4 II 4x7 =
5.00 1
3 12 13 14 15 5
-
In
4x4
it
6 4x4
2 0
� N
1 7
1
I 10
3x41=
11 16 10 9 17 18 8 3x4 =
5x5 =
1x4 II 3x4 = 1x4 II 5x5 =
I
3x8
it
1-0 0
6-0-0 10-8-0 15-4-0 20-4-0
r 1-0-0 hl
0 4-8-0 41-0 5-0-0
5-"
Plate Offsets - 1:0�A:10,Ed
e , 3:0-5-4,0-2-0, 5:0-5-4 0-2-0:0-4-10,Ed e
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.52
Vert(LL) 0.15 9 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.60
Vert(CT) -0.21 9-11 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.26
Horz(CT) 0.07 7 n/a n/a
BCDL I 10.0
Code FBC2017(rP12014
Matrix-S
Weight 1031b FT = 10%
LUMBER-
BRACING -
TOP CHORD 2x4 SP N '
2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puriins.
BOT CHORD 2x4 SP N u'2
BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing.
WEBS 2x4 SP N�13
MiTek recommends that Stabilizers and required cross bracing be
SLIDER Left 2x6 S
No.2 2-10-12, Right 2x6 SP No.2 2-10-12 installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
=1109/0 8-0 (min. 0-1 -8), 7=1109/0-8-0 (min. 0-1-8)
Max Ho 1=-46(LC
9)
Max Upli
- 541(LC 8), 7-541(LC 9)
FORCES. (Ib) - Max. C
, p./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=22
11147, 2-3=2213/1160, 3-12=2601/1401, 12-13=-2600/1400, 4-13=2600/1400,
1 4-14=1,111
00/1400, 14-15=2600/1400, 5-15=-2601/1401, 5-6=-221311160,
6-7=22147
BOT CHORD 1-11=-1
(4/2041, 11-16=-1005/2055, 10-16=100512055, 9-1 0=1 005/2055,
9-17=-1
04/2055, 17-18=-1004/2055, 8-18=1004/2055, 7-8=1003/2041
WEBS!. 3-11=-2
/342, 3-9=-347/683, 4-9=-453/404, 5-9=3471683, 5-8=-29/341
NOTES-
1) Unbalanced roof live 1
ds have been considered for this design.
2) Wind: ASCE 7-10; Vu
=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat.11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); 11umber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate dra �age
to prevent water ponding.
4) This ltruss has been d
signed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical c nnection
(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=541,
7=541. 1�
6) Hanger(s) or other c I nection
device(s) shall be provided sufficient to support concentrated load(s)121 lb down and 169 lb up at 6-0-0, 57
lb down and 107 Ib u' lat
8-0-12, 57 lb down and 107 lb up at 10-0-12, 57 lb down and 107 lb up at 11-3.4, and 57 lb down and 107 lb up
at 13-3-4, and 121 Iti down
and 169 lb up at 15-4-0 on top chord, and 106 lb down and 100 lb up at 6-0-0, 41 lb down at 8-0-12, 41 lb
dowel at 10-0-12, 41 I ,
down at 11-3-4, and 41 lb down at 13-3-4, and 106 lb down and 100 lb up at 15-3-4 on bottom chord. The
deli n/selection of s ctt
connection device(s) is the responsibility of others.
7) In thI LOAD CASE(I section,
loads applied to the face of the truss are noted as front (F) or back (B).
LViiIJ \.NOCtoI otdllu" IIU \\�- tvt, LPL
1) Deatl +Roof Live (ba nced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf) 'a-�GENS
Vert: 1-3=54 3 5=54, 5-7-54, 1-7-20
Conlcentrated Loads b) P E 76059
Vert: 3=74( 5=-74(B)10=27(B) 11=-106(B) 8--106(B) 12=-55(B)13=55(B)14=-55(B)15=-55(B)16=27(B) 17;Z /
18=27(B) t f
I I I f
dt, S_ O(�
ORIO
I
1
II _ _
RJSS�—
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Ryan Homes - 1452 A G
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COMMON
2 1
Job Reference o tional)
L Southern Truss , FL Pierce. FL.,
_
951
Run: 8.200 s Nov 30 2017 Print 8.200 s Nav 30 2017 MTek Industries, Inc. Mon Ad 1612:24:11 2018 Page 1
ID:EaPOUIwCWA016wSO7vTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFiYs?4v00X?2dciMyxVjl
5-7_14 9-0-0
_
—� 17-0-0 �— --�
F —7-- -
—5-7-14 i--.— 3-4-2
"_0
I
Scale = 1:27.4
i
4x4 =
3
f
5.00 12
1x4 -�
2
I
4x7 11
4
d�
c
3x4 =
7
6
319 Il
I
3x4 — 3x4 =
5
�
11 0-0
I
9-0-0
17-M
1-0-0 lil
7-8-0
8-0-0
_
Plate Offsets (X Y)= f 1:0=�0-01-3-2]
[1:0-1-14 0-0 2] [4:0440-2-01
I
LOADING(psf)
i
SPACING- 2-0-0
CST.
DEFL. in (lox)
Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(LL) -0.17 1-6
>999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.73
Vert(CT) -0.35 1-0
>558 180
BCLL 0.0
Rep Stress Incr YES
WB 0.16
Horz(CT) 0.02 5
n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Weight: 67 lb FT =10%
LUMBER-
BRACING -
A ..M....11.:.....i:-....N.... ..1:..A .... A 7 1 n n ..A; ..-4
BOT CHORD 2x4 SP No end verticals. -,
WEBS 2x4 SP No53'Except* J BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing.
W3: 2x6 S No.2 MiTek recommends that Stabilizers and required cross bracing be
WEDGE installed during truss erection, in accordance with Stabilizer
Left:2x SP No.2 Installationguide.
REACTIONS. (lb/size)=60810-8-0 (min. 0-1-8), 1=60810-8-0 (min.0-1-8)
Max Horz =86(LC 8)
Max Upti 206(LC 9). 1-213(LC 8)
FORCES. (lb) - Max. Co p./Max. Ten. - All forces 250 (lb) or less except when shown.
_TOP CHORD 1-2=-10, 1 /388, 2-3=814/280, 3-4=-866/254, 4.5=-530/246
BOT CHORD 1-7=37 .928, 6-7=-3771928, 5-0=171f717
WEBS 2-6=30 �I�248, 3-6=-45/409
NOTES
1) Unbalanced roof live I ds have been considered for this design.
2) Wind: ASCE 7-101 Vul' 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Umber DOL=1.60 plate grip DOL=1.60
3) This truss has been d igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical "nnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) 5=206,
1=213.
LOAD CASE(S) Stand- �l
ow U r/w//�
L\GENSF`
PE.76051
13 �� STA O may'
sS70MAL ENG \��\
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1
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Ryan Homes -1452 A d
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(COMMON
1
Job Reference (optional)
iouthem TWss , Ft. Pierce, FL.;
951
� Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Mi fek Industries, Inc" Mon Jul 16 12:24:11 2018 Page 1
ID:EaPOUIwCVVA016wSO7vTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFnWs?7v04X?2dciMyxVj
5-7-14
8-0-0 9-0-0 10-0-0 , 17-0-0
_
_
5-7-14
—
_
24-2 -- —1-" 14)-0 74)-0
Scale =1:28.1
3x4 = 1x4 !I
53x4=
3 4
5.00 FIT
I Q
2
47 11
6
k
I
9
Jg�iI
8
(3x4
3x4 = 3x4 = 7
I
140-0 4-
9-0-0
17-0-0
1-" 04 lil 7-8-0 8.0-0
Plate Offsets (X.YI— I'll :0 )-0.1-3-21.11:0-1-14.0-0-21. f3:0-2-0.0-2-111. f5:0-2-0.0-2-111, 16:044,0-2-M
LOADING(psf)
SPACING- 2—"
CSI.
DEFL. in (loc) I/detl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL) -0.17 1-8 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.72
Vert(CT) -0.36 1-8 >541 180
BCLL 0.0
Rep Stress Incr YES
WB 0.15
Horz(CT) 0.02 7 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-S
Weight: 67 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP I
BOT CHORD 2x4 SP I
WEBS I 2x4 SP I
W3: 2x6
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size)
Max Ho
Max Up
FORCES. (lb) - Max. (
TOP CHORD 1-2=1
4-5=7
BOT CHORD 1-9=3
WEBS 1 2-8=2
1) Unbalanced roof live
2) Wind: ASCE 7-10; Vi
MWFRS (envelope);
3) Provide adequate dr,
4) This1truss has been c
5) Provide mechanical c
1=265.
LOAD CASES) Stand,
'Except'
No.2
=608/0-8-0 (min. 0-1-8), 1=608/0-8-0 (min. 0-1-8)
=78(LC 8)
=-197(LC 9), 1=205(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing.
MPTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation quide.
ix. Ten. - All forces 250 (lb) or less except when shown.
2-3=828/264, 5-6=-889/242, 6-7=526/235, 34=744/273,
4, 8-9=346/914, 7-8=164/744
9, 4-8=-28/398
have been considered for this design.
)mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
;r DOL=1.60 plate grip DOL=1.60
to prevent water ponding.
ad for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
lion (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at --lb) 7=197,
PE.76051 \;
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Reference optional)
Southern Truss, Ft. Pierce, FL,
34951 Run: 8.200 s Nov30 2017 Print: 8200 s Nov 30 2017 MTek Industries, Inc, Mon Jul 1612.24:11 2018 Page 1
I- 1 !4-0 --
I ID:EaPOUIwCWA016wSO7vTFdz?5cK XVcWpdb9Na7Vp3nzS5R72CFkTs2ovllX?2dciMyxVjl
6-0-0 12-0 0 16-8-0 18-0-0
--- —i-- - -,—
14, -0
4M "-0 443-0 14-0
Scale=1:29.1
47 =
4x4
1 3 12 - 13 4
5.0
12
-7
3x6 11
3x6 11
2
5 N
6
1
I
3x4 =
9 14 3x4 =
10 8
11
1x4 II 44 = 3x4 = 7
i
10-0 -4
6-0-0 12-0-0 16-8-0 1 18-0.0
1-H
4-8-0 640-0 448-0 1 0 0
Plate Offsets Y 2:0-,
11 1-2-8 , 3:0-5-4,0-2-0 5:0.1-11,1-2-8
LOADING (psf)
j SPACING- 2-0-0
CSI.
DEFL in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Vert(LL) 0.21 8-10 >892 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.55
Vert(CT) -0.31 8-10 >602 180
BCLL 0.0
Rep Stress Incr NO
WB 0.11
Horz(CT) 0.02 7 nla n/a
BCDL 110.0
Code FBC2017rrPI2014
Matrix-S
Weight: 72 lb FT = 10°%
LUMBER 11
-
TOP CHORD 2x4 SP No. 'Except'
I T2: 2x4 SP 31
BOT CHORD 2x4 SP M 3 '
WEBS 2x4 SP No.
I _
REACTI NS. Qb/size)-8-0 (min. 0-1-8), 7=928/0-8-0 (min. 0-1-8)
Max Horz =46(LC 8)
Max Upliftl=-462(LC 8), 7=-462(LC 9)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins.
BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (Ib) - Max. Co Ip./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=119, f606, 2-3=1356f721, 3-12=1192/683, 12-13=-1192/683, 4-13=1192/683,
4-5=135�r 20, 5-6=1198/606
BOT CHORD 1-11=59 1184, 10-11=606/1184, 9-10=604/1192, 9-14=-604/1192, 8-14=-604/1192,
7-8=592 j 184, 6-7=592/1184
WEBS 2-11= 46 /318, 3-10=0/285, 4-8=0/284, 5-7=463/318
NOTES -.I
1) Unbalanced roof live to ds 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=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); L tuber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drairI ge to prevent water ponding.
4) This miss has been de `gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical coI I ion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=lb)11=462,
6) Hanger(s) or other con ction devices) shall be provided sufficient to support concentrated load(s)121 lb down and 169 lb up at 6-0-0, 55
lb down and 107 lb up 8-0-12, and 55 lb down and 107 lb up at 9-11-4, and 121 lb down and 169 lb up at 12-0-0 on top chord, and 106
lb down and 100 lb up E 6-0-0, 41 lb down at 8-0-12, and 41 lb down at 9-11-4, and 106 lb down and 100 lb up at 11-11-4 on bottom
III The design/sei ion of such connection device(s) is the responsibility of others.
7) In the OAD CASE(S)ection, loads applied to the face of the truss are noted as front (F) or back (B),
LOAD C
1) Dead
Loads (pif)
Vert: 1-3=5i
trated Loads
Vert: 3=-74(f
Lumber Increase=1.25, Plate Increase=1.25
4-6=54, 1-6=20
9=27(F)10=106(F) 8=106(F)12=55(F)13=55(F)14=-27(F)
It,ss cuss ype ty Ply —
� �6 JACK 4--�
Southern T i ss , Ft. Pierce, FL, P 951 Run: 8.200 s Nov 30 2017 Prn
ID:EaPOU1wCWA016wSO
1-9-14 5-6.6
i
3-8-8
IL
3.54 12. U49
T18
W1
1
Li
Bb
2x4 = 10
7
2x6 II
0
4
11 6 5
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip.DOL
1.25
TC 0.38
Vert(LL)
-0.07
6-7
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.35
Vert(CT)
-0.09
6-7
>834
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.06
Horz(CT)
-0.02
4
n1a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
TOP CHORD 2x4 SP
BOT CHORD 2x4 SP
WEBS I 2x4 SP
REACTIONS. (Ib/size)
Max Hon.
Max Uplil
Max Gra)
FORCES. (tb) - Max..Ci
NOTES-
1} Win ASCE 7-10; Vu
MWFS (envelope):1
2) This Truss has been d
3) Refe j to girder(s) for
4) Provide mechanical c
5) Hanger(s) or other co.
lb down and 110 lb uE
at 2-"_0 71 lb up at
design/selection of su
6) In the LOAD CASES
LOAD CASES) Standai
1) Dead + Roof Live (bal
Uniform Loads (plf)
Vert: 1-4=54,
Concentrated Loads (
Vert: 8=72(F=
I
I
;hanical, 5=108/Mechanical, 7=25410-11-5 (min. 0-1-8)
4)
4), 5=-57(LC 4), 7=166(LC 20)
17), 5=108(LC 1), 7=254(LC 1)
Ten. - All forces 250 (Ib) or less except when shown.
PLATES GRIP
MT20 2441190
Scale = 1:16.7
Weight: 30 lb FT =10%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide. _
160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
nber DOL=1.60 plate grip DOL=1.60
gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
ss to truss connections.
section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 4, 5 except at --lb) 7=166.
action device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0, 30
2-11-0, and 26 lb down and 52 lb up at 5-8-15, and 26 lb down and 52 lb up at 5-8-15 on top chord, and 71 lb up
11-0, and,5 lb down and 2 lb up at 5-8-15, and 5 lb down and 2 lb up at 541-15 on bottom chord. The
connection device(s) is the responsibility of others.
action, loads applied to the face of the truss are noted as front (F) or back (B).
Lumber Increase=1.25, Plate Increase=1.25
B=36)10=94(F=47, B=47)11=3(F=2, B=2)
PE 76051 �.
1 1 '
STA O
40 '
i
ru=_Type
— TQty
Ply Ryen Homes - 1452 A d
Job Reference o tional
cwuthem
Truss , Ft.Pierce, FL.,
951
Run:: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 1612:24:12 2016 Page 1
ID:FaPOUIwCWA016wSO7vTFdz?5cK-?h9vOzbnOuFMQDLAOozMbQo OGQteTBgEiN9EpyxVjH
µ—
6-4-7
_�----E--- — 10-5-12
1-9-14
46-9
4-1-5
:17.1
10
3.54
F12
3x4
3 '
9
T1
3x6 II
3
2
W2
1 'I
W1
131
3x4 =
11 7 12 6 5
1x4 II 3x4
I
f 8
1 14-4
1-9-14
6-4-7
105-12 10 12
14-4
J 0-5-11
4-6-9
4-1-5 1
Plate Offsets (X Y)- [2:0'
8 0-1-121 [2:0-1-7 1-7-141,(8:0-0-0,0-1-121
LOADIN6(psf)
i SPACING-
2-0-0
CS1.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL i 20.0
Plate Grip DOL
1.25
TC OA5
Vert(LL) -0.04 6-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL'
1.25
BC 0.43
Vert(CT) -0.08 6-7 >999 180
BCLL 1 0.0
Rep Stress Incr
NO
WB 0.16
Horz(CT) -0.03 4 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-S
Weight: 41 lb FT =10%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No 12
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 SP No '2
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No
0
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide. _
REACTIONS. (lb/size) i4=111/Mechanical, 5=234/Mechanical, 8=481/u-11-5 (min. 0-1-t3)
Max Horz,=153(LC 4)
Max Uplift=-94(LC 4), 5=104(LC 4), 8=-186(LC 4)
FORCES. (lb) -Max. Co I p./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=381 115, 2-9=-443/159, 3-9=394/l69
BOT CHORD 1-8=10 V383, 8-11=249/383, 7-11=249/383, 7-12=249/383, 6-12=249/383
WEBS 2-8-30 190,3-6=-431/281
NOTES-, Wind: ASCE 7-10; Vul �-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h-15ft, Cat. II; Exp C, Encl., GCpi=0.18;
MWFRS (envelope); tuber DOL=1.60 plate grip DOL=1.60
2) This �russ has been d ' igned for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads.
3) Refer to girder(s) for thuss to truss connections.
4) Provide mechanical conection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=1b) 5=104,
5) Hanger(s) or other cog0ection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5-0-7, 23 Ib
down and 38 lb up at 7, and 51 lb down and 93 lb up at 7-10-6, and 51 lb down and 93 lb up at 7-10-6 on top chord, and 4 lb up at
5 0-71, 4 It u, at 5-0YIN and 21 lb down at 7-10-6, and 21 lb down at 7-10-6 on bottom chord. The design/selection of such connection
device(s) is the respo, " ibility of others.
6) In th LOAD CASE(S}��IIs ion, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standa,
1) Dead +Roof Live (ba� nced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54 -5=-20 1 `� �!
Con nVedd10 a39((I )19, B-19)11=7(F=4, B=4)12=24(F=-12, B=-12)
P E 76051
\\\`\� [Vl . B�N
//��/�
GE� i
/
40
I I I
t f�
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I I
452-A
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f
rcyan nomes-
4 1
Job Referen�
s Nov 30 2017 Print 8.200 s Nov 30,
1-CA 4
1-6-0
0
N
tZ
O
Scale = 1:7A
LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 1 n/r 120 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a
BCDL 10.0 Code F13C2017ITP12014 Matrix-P Weight: 5 lb FT =10%
LUMBER- l BRACING -
TOP CHORD 2x4 SP o.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins.
BOT CHORD 2x4 SP '62 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
I MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 12=95/Mechanical, 3=14/0-5-0 (min. 0-1-8)
Max Ho 2=124(LC 1), 3=124(1_C 1)
Max Up kft 54(LC 8)
Max Gr' `.2=95(LC 1), 3=29(LC 3)
FORCES. (lb) -Max.Ilt--160mph
omp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES -
1) Wihd: ASCE.7-10; (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C, Encl., GCpi=0.18;
MWFRS (envelope)�!truss
(Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has beenesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girders) fo to truss connections.
4) Provide mechanical' onnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2.
5) Non Standard bean ig condition. Review required.
LOAD CASES) Stan' rd
I II�
ENS���i
PE 76051
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fJp}jiT—
ruf ussType
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Ryan Homes-1452Ad
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2
JACK
8
1�',,Iruss
A
I
Job Reference (optional)
Southern Tru , FL Pierce, FL.;
951
Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc Mon Jul 1612:24:12 2018 Page 1
I
ID:EaPOUIwCWA016wSO7vTFdz?W?h9vOzbn8uFMQDLAOozMbQo4NGVfeVJgEiN9EpyxVjh
Scale = 1:8.5
3
5.00 f'2 2.2 11
I
i
/
T1
1
W1
B1
4
I
2x4 =
I
5
i
1-0A
2-0-0
1-0-0
1-0-0
Plate Offsets (X,Y)- [2:
60-12,0-1-12],(2:0-1-11,1-2-8],[5:0-0-0,0-1-12]
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.07
Vert(LL) 0.00 5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.06
Vert(CT) 0.00 5 >999 180
BCLL 0.0
I
Rep Stress Incr
YES
WB
0.02
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
!
Code FBC2017/TP12014
Matrix-P
Weight: 7 lb FT =10%
LUMBER -
TOP CHORD 2x4 SP I
BOT CHORD 2x4 SP I
WEBS 2x4 SP I
REACTIONS. (lb/size)
Max Ho
Max Up
Max Gr.
FORCES. (lb) - Max. (
NOTES-
1) Wind: ASCE 7-10; V
MWFRS (envelope);
2) This truss has been
3) Refer to girder(s) for
4) Provide mechanical
LOADICASE(S) Stand
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
lechanical, 4=-43/Mechanical, 5=223/0-8-0 (min. 0-1-8)
8)
C 1), 4=43(LC 1), 5=-66(LC 8)
8), 5=223(LC 1)
Ten. - All forces 250 (Ib) or less except when shown.
)mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
er DOL=1.60 plate grip DOL=1.60
ed for a 10.0 psf bottom chord live load non concu rrent with any other live loads.
to truss connections.
%on (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5.
job -�-ITruss
I rusS Type
Ply
Ryan Homes -1452 A d
i452-A +—
3
JACK
I
4
1
I
L
Job Reference (op6onal)
-
aouu�em � russ , ri. rien:e,
ID:EaP0U1wCWA016wS07vTFdz?5cK TujHEJcPvCOD2Nw aVUb7dKFzgryNyi: TM jnOy jG
14-0 3-"
F 14-0 F-- 2-2-0
Scale = 1:11.5
LOADING(psf)
SPACING- 2-M
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.08
Vert(LL) 0.00 5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
SC 0.06
Vert(CT) 0.00 5 >999 180
BCLL 0.0
Rep Stress )ncr YES
WB 0.03
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2017lrP12014
Matrix-P
Weight: 12 lb FT =10%
TOP CHORD 2x4 SP
BOT CHORD 2x4 SP
WEBS 2x4 SP
REACTIONS. (lb/size
Max He
Max UI
Max Gi
FORCES. (Ib) - Max.
NOTES-
1) Wind: ASCE 7-10; \
MWFRS (envelope)
2) This truss has been
3) Refer to girder(s) fo
4) Provide mechanical
LOA6 CASE(S) Stani
I
I
4
3=38/Mechanical, 4=8/Mechanical, 5=208/0-8-0 (min. 0-1-8)
5=72(LC 8)
3=-48(LC 8). 5=62(LC 8)
3=38(LC 1), 4=28(LC 3), 5=208(LC 1)
Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
MTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
i t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=15ft; Cat. II; Exp C;. Encl., GCpi=0.18;
Lumber DOL=1.60 plate grip DOL=1.60
esigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
truss to truss connections.
onneetion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5.
PE.76Q51
ST^^A77 O
�_ ORID_
S0MAL i�G \��\
lilt
'1521 6
JACK 18 1 1
X
RUn: 8.20U s NOV 31) 2017 Nnnt &200 s NOV .JU ZU1 f B
ID:EaPOUIwCWA016wSO7vTFdz?5cK-TujH EJ
I 14-0 -- ( 4-" — —i
1-4-0 24)-0
cao u
Scale = 1:12.5
R,
1-0-0 3-0-0
Plate Offsets (X,Y)— [2:0=0-12,0-1-12],
[5.0-1-8,1-2-0], [5:0-M,0-1-12]
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.09
Vert(LL) -0.00 4-5 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 125
BC 0.07
Vert(CT) -0.00 4-5 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.03
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2017frP12014
Matrix-P
Weight: 13 lb FT =10%
TOP CHORD 2x4 SP
BOT CHORD 2x4 SP
WEBS 1 2x4 SP
REACTIONS. (lb/size)
Max Ho
Max Up
Max Gn
FORCES. Qb) - Max. (
NOTES-
1) Wind: ASCE 7-10; V
MWFRS (envelope);
2) This truss has been
3) Refer to girder(') for
4) Provide mechanical
LOAD CASE(S) Stand;
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-0 0o purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
-hanical, 4=17/Mechanical, 5=220/0-8-0 (min. 0-1-8)
8)
8), 5=-66(LC 8)
1), 4=40(LC 3), 5=220(LC 1)
Ten. - All forces 250 Qb) or less except when shown.
Omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psl, h=15ft; Cat. II; Exp C; End., GCpi=0.18;
er DOL=1.60 plate grip DOL=1.60
ed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads -
to truss connections.
Aon (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5.
14S1-A+
JACK 14 1 1
i 4 0 �-o -----i
r--- ��-0 r --- 4-2-0
1
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
1/detl
L/d
20.0
Plate Grip DOL 1.25
TC 0.20
Vert(LL)
-0.01
4-5
>999
240
7.0
Lumber DOL 1.25
BC 0.15
Vert(CT)
-0.02
4-5
>999
180
0.0
Rep Stress Incr YES
WB 0.05
Horz(CT)
-0.01
3
n/a
n/a
10.0
Code FBC2017frPI2014
Matrix-P
Scale: 3/4-=1'
PLATES GRIP
MT20 244/190
Weight: 18 lb FT =10%
LUBIIBER- I BRACING -
TOP CHORIS 2x4 S ,i No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins.
BOT CHORD 2.4 SEI' No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 S No.3 MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation puide.
REACTIONS. (Ibis' e) 3=96/Mechanical, 4=40/Mechanlcal, 5=267/0-8-0 (min. 0-1-8)
Max orz5=113(LC 8)
Maxi „ plift3=-93(LC 8), 5=80(LC 8)
Maxi rav3=96(LC 1), 4=71(LC 3), 5=267(LC 1)
FORCES: (lb) - Mail. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) W, ind: ASCE 7-1 I Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. I I; Exp C; Encl., GCp =0.18;
MWFRS (envelo' ); Lumber DOL=1.60 plate grip DOL=1.60
2) `rhis truss has bgen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s))Y)))libir truss to truss connections.
4) Provide mechantdard
l connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5.
LOAD CASES) S
I �I
P E 76051
I
DPr',
Fs ,4 RI'00
MONO TRUSS 12 1 1
1-4-0 5-"
F— 1-4-0 '--F- 44-0 -- I
LOADING
(psf)
SPACING- 2-"
CSI.
DEFL. in (loc) Well Ud
TCLL
20.0
Plate Grip DOL 125
TC 0.22
Vert(LL) 0.02 4-5 >999 240
TCDL
7.0
Lumber DOL 1.25
BC 0.17
Vert(CT) -0.03 4-5 >999 180
BCLL
0.0
Rep Stress incr YES
WB 0.05
Horz(CT) -0.02 3 n/a nla
BCDL
10.0
Code FBC2017ITP12014
Matrix-P
TOP CHORD 2x4 SP
BOT CHORD 2x4 SP
WEBS I 2x4 SP
REACTIONS. (lb/size)
Max Hom
Max Uplif
Max Grav
FORCES. (lb) -Max. Cc
NOTES'
1) Wind:IASCE 7-10; Vul
MWFRS (envelope); L
2) This truss has been di
3) Refer to girder(s) for 1
4) Provide mechanical cc
LOAD CASE(S) Standai
OO/Mechanical, 4=42/Mechanical, 5=27210-8-0 (min. 0-1-8)
17(LC 8)
B7(LC 8), 5=-81(LC 8)
00(LC 1), 4=75(LC 3), 5=272(LC 1)
/Max. Ten. - All forces 250 Qb) or less except when shown.
Scale=1:16.4
PLATES GRIP
MT20 2441190
Weight: 18 lb FT =10%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
ber DOL=1.60 plate grip DOL=1.60
Ined for a 10.0 psf bottom chord live load nonooncun'ent with any other live loads.
s to truss connections.
action (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5.
1 1452-A
JACK 110 1 1
LOADING(psf)
SPACING- 2.'-"
CSI.
DEFL. in (loc) Ildefl L/d
TCLL
20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL) -0.02 4-5 >999 240
TCDL
7.0
Lumber DOL 1.25
BC 0.20
Vert(CT) -0.04 4-5 >999 180
BCLL
0.0
Rep Stress incr YES
WB 0.06
Horz(CT) -0.02 3 n/a n/a
BCDL
110.0
Code FBC20171TP12014
Matrbc-P
TOP CHORD 2x4 SP
BOT CHORD 2x4 SP
WEBS I 2x4 SP
REACTIONS. (lb/size) 31
1 MaxHorc51--,
Max Upliff3�
Max Grev31
FORCES.i (Ib) -Max. Com
NOTES-
1) Wind: ASCE 7-10; Vult=;
MWFRS (envelope); Lun
2) This truss has been desil
3) Refer to girder(s)for true
4) Provide, mechanical cong
LOAD CASE(S) Standard
:chanical, 4=47/Mechanical, 5=283/0-8-0 (min. 0-1-8)
8)
8), 5 —85(LC 8)
1), 4=81(LC 3), 5=283(LC 1)
Ten. - All forces 250 (Ib) or less except when shown.
Scale = 1:17.1
PLATES GRIP
MT20 2441190
Weight: 19lb FT=10%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-M oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
Dmph (3-second gust) Vasd=124mph; TCDL=4.2psf;. BCDL=5.Opsf, h=15ft; Cat.11; Exp C; Encl., GCpi=0.18;
er DOL=1.60 plate grip DOL=1.60
ed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
to truss connections.
%on (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at --lb) 3=104.
14
i
+as2•d . I J
J7 I JACK 115 1 1
i
1
112 7-6-0
r 1-4-0 6-2-0
LOADING(Psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
TCLL
20.0
Plate Grip DOL 1.25
TC 0.51
Vert(LL) 0.07 4-5 >978 240
TCDL
7.0
Lumber DOL 1.25
BC 0.39
Vert(CT) -0.13 4-5 , >569 180
BCLL
0.0
Rep Stress Incr YES
WB 0.08
Horz(CT) -0.05 3 n/a nla
BCDL
10.0
Code FBC2017/TPI2014
Matrix P
TOP CHORD 2x4 SP
BOT CHORD 2x4 SP
WEBS I 2x4 SP
(lb/size)
Max Hoi
Max UPI
Max Gr.
FORCES. (lb) - Max.
WEBS 1 2-5=
NOTES
1) Wind: ASCE 7-10; V
MWFRS (envelope);
2) This truss has been
3) Refer to girder(s) for
4) Provide mechanical
5=101
LOAD CASE(S) Stand;
i
.chanical, 4=67/Mechanical, 5=335/0-8-0 (min. 0-1-8)
:8)
8), 5=101(LC 8)
:1), 4=110(LC 3), 5=335(LC 1)
Ten. - All forces 250 (lb) or less except when shown.
Scale=1:20.3
PLATES GRIP
MT20 244/190
Weight 24 lb FT=10%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
60mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
ber DOL=1.60 plate grip DOL=1.60
Ined for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
s to truss connections.
ection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at --lb) 3=136,
PE,76051
r I I
STA O
:dur� I
�452-0 l
MV2 IVALLEY 12 1 1
��— 2-0-0
2-0-0
2x4
c nnI-TT 2
3
Scale = 1:6.8
LOADING s
TCLLI 20 0
SPACING- 2-0-0
Plate Grip DOL 1.25
Il
TC 0.04
DEFL in (loc) I/deft Ud
Vert(LL) n1a - n/a 999
PLATES GRIP
MT20 2441190
TCDL 7.0
Lumber DOL. 1.25
BC 0.03
Vert(CT) n1a - n/a 999
13CLLI 0.0
BCDL 10.0
Rep Stress Incr YES
Code FBC2017ITP12014
WB 0.00
Mal
Horz(CT) -0.00 2 n/a n/a
Weight 5lb FT=10%
TOP CHORD 2x4 SP
BOT CHORD 2X4 SP.
BRACING -
TOP CHORD
BOT CHORD
1=47/2-0-0 (min. 0-1-8), 2=3412-0-0 (min. 0-1-8), 3=13/2-" (min. 0-1-8)
1=26(LC 8)
Structural wood sheathing directly applied or 2-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
Max U,' 7ift1=-14(LC 8), 2=-31(LC 8)
Max Gil v1=47(LC 1), 2=34(LC 1), 3=25(LC 3)
FORCES. (lb) - Maxi'I omp.lMax. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; I u1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF IllCat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope;; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires co il I inuous bottom chord bearing.
3) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Bearing at joints) considers parallel to grain value using ANS11TPl 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mill connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 2.
LOAD CASE(S) Star�`}iard
GEN
PE 76051
I
jSTA Of�'f
iO
;�F 4ORIDVIZ./
`�/ .c v ' 1 0 ��
VALLEY 12 1 1
4-0-0
4-0-0
Scale = 1:10.9
2
3
i
2x4: • 1.5x4 if
LOADI G (psf) SPACING- 24)-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - We 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a ,
BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 13 lb FT =10%
LUMBER- BRACING -
TOP CHORD 2x4 SP No TOP CHORD Structural wood sheathing directly applied or 44)-0 oc purlins, except
BOT CHORE) 2x4 SP No {i end verticals.
WEBS 2x4 SP No }i BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required cross bracing'be
t installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 116/4-0-0 in, 0-1-8), 3=116/4-0-0 (min. 0-1-8)
Max HorzllI,,-64(LC 8)
Max upliftI=35(LC 8), 3=-62(LC 8)
FORCES. (lb) -Max. Co, p./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind; ASCE 7-10; Vull 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat.11; Exp C; Encl., GCpi=0.18;
MWF�S (envelope); L mber DOL=1.60 plate grip DOL=1.60
2) Gable requires continu us bottom chord bearing.
3) This tfvss has been d igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical co I
nection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3.
LOAD CASE(St Standar
tvi ^g���,�i
PE 76051 i
►� t
0R4/011111110
tD4'.
,d
k
I -- 6-" 6---- I
2
Scale = 1:14.8
I I
I
I
20 =
'
3
1.5x4 11
LOADING(psf)
SPACING- 2-M
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL) n/a - n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.56
Vert(CT) n/a - n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 n/a n/a
BCDL 10.0
Code FBC2017lrP12014
Matrix-P
Weight: 20 lb FT =10%
i
LUMBER-
BRACING -
TOP CHORD 2x4 SIP o.3
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP o.3
end verticals.
WEBSi 2x4 SP 6.3
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
I
MiTek recommends that Stabilizers and required cross bracing be
I
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=190/6-0-0 (min. 0-1-8), 3=190/6-0-0 (min. 0-1-8)
Max Ho 1=105(LC 8)
i Max Up if -57(LC 8), 3=101(LC 8)
FORCES. (lb) - Max. 'II mp./Max. Ten. - All forces 250 (lb) or less except when shown..
NOTES-
1) Wind: ASCE 7-10; It=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 grip DOL=1.60
2) Gable requires contif'uous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live toads.
4) Provide mechanical �9yonnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=ib) 3=101.
LOAD CASE(S) Stan rd
i
I I
I I
I -
P E 76Q51
:ySTA O
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ORID��`a���
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