HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN TRUSS COMPANIES, INC.
SOUTHERN SS.COM
I
TRUSS
��ANDY@SOUTI�RNTR)
L — GS HIGH WAY /-FORT PIERCE, -FL. 34951
COMPANIES
232 509 / (772) 464 4160 / (772 318-0016 Fax:
Project Name and Address:_ Oakland
Lake
Occupancy: X Single -Family
Lot. __ Block:
County: Saint Lucie
Multi -Family
Truss Company: Southern Truss Companies, Inc.
Truss Engineering Program: Mitek Engineering
Commercial
Plates By: Mitek Plates
Contractor / Builder: Ryan Homes
SCANNED
Model: 1833
Elevation: B Options:
Lanai BY
STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designcdLCe&M'four"RdXnpliance
with Florida Building Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by
the following provision:
ROOF
FLOOR
Top chord live load: 20 P.S.F.
Design criteria: ASCE 7-10: 160 MPH
Top chord live load: -- P.S.F-
To chord dead load: p P.S.F.
Top chord dead load: -- P.S.F.
Engineer. Brian M. Bleakly
Bottom chord live load: * P.S.F.
Bottom chord live load: __ P.S.F.
Address: 2590 N. Kings Highway
Bottom chord dead load: 10 P.S.F.
Bottom chord dead load: -- P.S.F.
Fort Pierce, FL. 34951
Duration factor: 1.25
Duration factor: ---
Mean height: 15'
Exposure:C
*10.0 P.S.F. bottom chord live load nonconcunent with any other livc toads. -
This is an index sheet submitted
in accordance with the Department of Professional Engmeeting.
Tallahassee, FL. Engineeringsheets
are photocopies of the original design and approve
by me.
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
1
Al
21
C3G
41
61
81
96
2
A10
22
CJ6
42
62
82
97
3
A11G
23
C18
43
63
83
98
4
A2
24
DIE
44
64
84
99
5
A3
25
D2
45
65
85
100
6
A3A
26
12
46
66
1
86
101
7
A4
27
J4
47
67
87
102
8
A4A
28
J6
48
68
88
103
9
A5
29
J8
49
69
89
104
10
A5A
30
V12
50
70
90
105
11
A6
31
V16
51
71
91
106
12
A6A
32
V19
52
72
92
107
13
A7
33
V3
53
73
93
108
14
A7A
34
V4
54
74
94
109
15
A8
35
V5
55
75
95
110
16 A9G 36 V7
56 76
17 BIG 37 V8
57 77
18 B2E 38 V9
58 78
19 Cl 39
59 79
20 1 C2 40
60 80
As witness by my seal, I hearby certify that the above information
is true and correct to the best of my knowledge and belief.
Name: Brian M. Bleakly Lie. #76051
^l
`' *k 1
TYPICAL _DETAIL (9 COR.NER. - HIP
NOTE. NDS=National Design Specifictions
for Wood Construction_
132.5# per Nail (13.0.1—Foctor=1.00)
nds toe nails only have 0.63 of
lateral Resistance Value.
CORNER JACK GIRDER
ALLOWABLE REACTION PER JOINT
UP TO 255$ — 2-16d NAILS REQ'0.
0 UP TO 394# = 3-16d NAILS REM).
2 BC.
nail
BC. H7
Typical jack 45'--
attachment
TYPICAL CORNER LAYOUT &
3-1
Typical Hip —jack
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1—J3 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — ---- —
2-16d nails
---—-
J5 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
—— -— -— —
2-16d nails
---—-
J7 TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — —— — ——
2-16d nails
— ----
HIP JACK GIRDER (CJ7) TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — — — — ——
2-16dnails
— — ——
tlMUM GRADE OF LUN
LG 2:4 SYP2
BL 2z4 SYP 2
Wiffi 2:4 SYP Na3
LOADING (pgF) M INCF—
L 0 FBC2a17
701, 20
Bonuw DD to
SPACING 24' MC.
SOUTHERN
Fort Pierce Division
TRUSS 2r5990ortN. Kings
FL 34951.
COMPANIES (BDD)232-0509 (772)464-4160
mist//....oanrendn�cmn Fox:(772)316-0016
Bn'Sn M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
TYPICAL DETAIL @ CORNER — HIP
NOTE NDS=Notional Design Specifictions
for Wood Construction.
132.5# per Nail (D.O.LFactor=1.25)
nds toe nails only have 0.83 of
lateral Resistance Value_
12
1 SYE& I -- (b I-O Egn !6A)
CORNER JACK GIRDER
ALLOWABLE REACTION PER JOINT
UP TO 2651 = 2-16d NAILS REO'D.
0 UP TO 394# = 3-16d NAILS REQ'D.
i
J1
A
J3
r A
i o
A
�
t
H5 HIP GRDM
,
use 3-1&
%toe nail 9
TYPICAL CORNER LAYDUr & 2-16d
na
n
Typical Hip —jock'
attachment
CHORD
HANGERS
FASTEN ER
GIRDER
JACK
J1—J3 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — — ——
2-16dnails
----—
J5 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — — ——
2-16dnails
-- ———
TC
— — — — — ——
3-16dnails
—- --—
BC
— — — — — ——
2-16dnails
—- —--
HIP JACK GIRDER (CJ5) TO HIP
GIRDER
TIC
— — —
3-16d nails
— — — — —
BC
— — — — — — —
2-16d nails
— — — —
MINIMUM GRADE OF LUMBER LOADING (PSF) rSnL INCR 25x
'
T.C. 2x4 SYP
B.C. - TOP.
L 0 FBC2017
2O
2x4 SYP # /2
WEBS 2x4 SYP No.3 BOTTDH
SPACING
00 10
24' O.C.
SOUTHERN
Fort Pierce Division
TRUSS 2590Fort N. Kii ,gFHighway.
3495ay.
COMPANIES (800)232-0509 (772)4-64-4160
hI:fP;//— Fax:(772)318-0016
Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-454-4160
Hangers
Face Mount Hanger Charts
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1) Wft bads Dave been Osmased 60% forwmd orse1snk beds noU11trirmase shd be pemdbi '
2) lad GW=(0.148 d1a.Y3-19-lang) may be Used atOXclthe bWe Ind Where lad mmn are spetl8ed. Thkdoes not apply toJ115, HUS. MUS stardnall hwWm.
3)For AL5 KM and NUS hangam Netts must be&hm at a 30'to 4San le through fieWat= hen the headats addeve Metable Wads
4) NAM 1 W x1-12' nab are IX148' dW. x 1-12' Wag, led mils am 0.148' dbe. x 3' Wig, lad re0s are 0.162' da.x 3-12'tong.
Nm pmduds mupdatad pmdudhdortrkie are deslg oW b1 blmlmL
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112 Contrtmed m nad page
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1) UpPot loads hays been inveased 6D%fmWuxl m setstnk loan$ roimarar hxxease daB ha DmmldeG
2)16d drdcas (0.148 cr& x 3-1/4' krd may be used at(L84 ofthetaNa load ueete 16d ome,nms are sl a ilia This does nota;)*to JUS, HUS, MUS sfadroD halges.
3) WS3 Wood Smunam l/V x 3' bq mid em bc5def w bH00 hmwm
4) NAGS 10d mils are 0.148' de. x 3' loin 16d Mils are 0.162' da x 3-10 w&
New p uduft or updated pmdudhdoma6oO ma deeignand In btuetoat A
CotrasaanRnisli EStaWess Steel MGM Coat @HDG WTdple Zlik ~
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Hangers
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7)Uprtlm& have beeninmeased 5D%Im1Wrda loads; m6ntllm 6lvaase shay bepmmb!d.
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3) WS3 %UW Smews me 1/4-x 3- hRg and am0Y5aedwilh ID)D hangars
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New products m updated mductinforimfim are designated in bhmfanL
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SCAB -BRACE -DETAIL I ST-SCAB-BRACE
Note: Scab -Bracing to be used when continuous
lateral bracing Et mldpoint (or T-Brace) Is
impractical.
Scab must mverfull length ofweb +A 6.
THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS
REQUIREDATY/3-POINPS OR 1-BRACE ISSPECIPIED.
APPLY 2x SCAB TO ONE FACE OF WEB WITH
2 ROWS OF 1Od (3' X 0.131') NAILS SPACED 6'•O.C.
SCAB MUST BE THE SAME GRADE, SIZE AND
SPECIES (OR BETTER) AS THE WEB. - "
�\ MAXIMUM WEB AXIAL FORCE = 25001bs
MAXIMUM WEB LENGTH =-1T-0"
SCAB BRACE 2x4 MINIMUM WEB -SIZE -
MINIMUM WEB GRADE OF#3
Na7s� � Section DetaB
® r Scab -Brace
Web
Scab -Brace 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 / I -Brace must cover 90% of web lengttL
Note: This detail NOT to be used to cd*i ert T-Brace / 1-Brace
webs to continuous Weraf braced webs.
m — — Brace Size
Nail Spacing for One -Ply Truss
Nailing Patte
T-Brace size
Nail9w
IM or US
1 Dd
8' o.c.
2x4 or 2x6 or 2x6
16d
8" o.c.
Note: Nail along enfire length*of:T-Brace / I -Braise.
(On Two-Plys Nail to Both Plies) .
alternate position
r
�
WEB
:l
r
Nabs Section Detall
T-Brace
Web
attem podro position
ils Na
Web I -Brace
NaLLs
SPACING
T-BRACE
Web!r '"
2x3 •or 2x4
as
W
Specified Continuous
Rows of Lateral Bracing
1
2-
lx4 (7 T-Brace
1x4 (')1-Bra
US (*) T-Brace
2x6 I -Brace
2x8 T-Brace
2x81-Brace
Brace Site
for Two -Ply Thus
Specified Continuous
Rows of Lateral Bradrig
Web Size
1
1 2
z or 2x4
2x4 T-Brace
2x4 I -Brace
M
2x6 T-Brace
2x6 I -Brace
2x8
2x8 T-Brace
era I1ir�rn
i Brace / I -Brace must be same spades and grade (or better) as web member.
(`) NOTE If SP webs are used in the truss, U4 or US SP braces must be stress
rated boards with design values ttiat are equal to (or batter) the truss web
design values.
ForSP truss lumber grades up to #2 with 1X bmcing matelot, use IND 45 for T-Bmmq-Bras
For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/I Brace
L-BRACE DETAIL
Nailing Pattern.
L-Brace size
Nail Site .
Nall. Spacing
U4 or
10d
8•-D.C.
2x4, 6, or 8
led
8" D.C.
Note: Nag along entire length of L-Brace.
(On Two-PVs, Nall to Both Prres): ;
Note: L-Bracing to be used when continuous
lateral bracing is impractical. L-brace
mast cover )�4Dfweblengfh'
L L-Brace, must be same species grade (or better) as web member.-
L-Bmca Size
for Ona-PlyTruss
Specified Continuous
Rows of Lateral Bracing
2
4
[tbe
U4
US
2XB
»•
^DIRECT SU85T7T1n10N NOTAPLICABLE.
L-Brace Size
forTwo-Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web S¢e
1
2
21f3 or2z4
2x4
.«
2x6
2x6
...
2x8
2x8
+..
DIRECT SUBSTITUTION NOTAPLICABLE.
1833-8-LN
1
7)d
.=5116 in
3z= 3x6 = 3,5 = 346 = 3x5 = 54//
458a
&t-9 17.7i Zr-0_7 9565 4H-0
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Id
Plate Offsets MYF 11:0-1-12,0-G-121,12:03-0,0.1-121
f9:0-0-0
0-1-741
[11:0.5.12
0.1.41
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in poc)
Udell
Vd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC
OM
Vert(LL)
-02414-15
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 125
BC
0.96
Vert(CT)
'-0.55 14-15
>971
180
BCLL 0.0
Rep Saes Inc YES
WB
0.89
Hwz(CT)
0.16 11
We
n/a
BCDL 10.0
Code FBC2017/TPI2014
MatrixS
Weight2511b FT=20%
LUMBER -
TOP CHORD 2x4 SP M 31 •Excepr
Tt: 2x4SP Not
SOT CHORD 2x4 SP No2 *Except*
Bl: 2x4 SP M 31
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or2-9-9 oc purfins.
BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing.
WEBS 1 Row et midpt 8-11
2 Rows at 113 pis 2-18
REACTIONS. (size) 18=G-8-0 (min. 0.1-8), 11=040 (min. 0-2.1)
Max Horz18=193(LC 9)
Max Upfiftt8=565(LC 8), 11=-605(LC 9)
Max Gmvl8=1633(LC 1). 11=1735(LC 1)
FORCES. Ph) - Max CompAAax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=,307311081, 3.4=-2939/1102, 4-5=2477/924, 58=24711918, 6-7=285311072,
7.8=298611052, 8-9=759f323, 9-10= 201157
BOT CHORD 17-18=10912864, 16-17=-8282492, 15-16=-8282492, 14-15=457/1M.
13-14=644/2471, 12-13=-6 4.2471, 11-1r-8682768, 1(I-11=1881630
WEBS &17=211286, 4-17=1851477. 4-15=-6431462, 5-15=3591827, 5-14=3521814,
6-14=-6181459, 6-12=158f399, 2-18=319011046, 9-11=4241364, 8-11=2394f762
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7-10; VuB='160mph (3-sewnd gust) Vasd=124mph; TCDL=42psf; BCDL=5.0ps; IF15$ Cat 11; Exp C; End., GCpi=O.18;
MWFRS (envelopek Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psi bottom chord live load nonconaurent with any other We loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of v40tstanding 100 lb uplift at)oint(s) except (jt--Ib)18=565,
11=605.
LOAD CASE(S) Standard
7 `
r ! PE 76O51 ri1
SrATE o ;
t4C,I
R_ {O�: N���
1633 a-LN
5m F,2
Llc-
3x5 - 3,6 = 3x5 = 3x5 = 3x6 = 4x5 =
S C l II O 1I1
Dead Load Dell. = 7116 in
3x4 II
Sx8 = 18 17 16 15 14 13 12
Us = 3.8 = 40 MT2taM-- 3x5 = 3x5 = 3x5 = Sx5 =
t+0
toao lsto-z na-4 asys xa1-tnsaa
1-oal sao l -e-to-z I alo-z I eto� I �
040
11
Plate Offsets MY)- fj'.
-3 O 3-0i, fl:0-1.6.Edne1, T10:0-2-0 0-2-M
1120-2-8,0-2-121.
118:0-2-0.0-1-81
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
in (loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.95
Vert(LL)
0,52 15-16
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 125
BC 0.51
Vert(CT)
-0.8615-16
>629
180
MT20HS
1871143
BCLL 0.0
Rgp Stress Inv YES
WB 0.87
HDrz(CT)
020 12
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-
Weight 235 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
SOT CHORD 2x4 SP M 31
WEBS 2x4 SP No-3
OTHERS 2x4 SP No.3
SLIDER Left 2x6 SP No2 2-7-5
REACTIONS. (size) 1= -8-0 (min. 0-1.8),12=Mechanical
Max Hoa1=208(LC 8)
Max Uplift1=583(1-C 5), 12--694(LC 5)
Max Gravt=1672(LC 1). 127-1672(LC 1)
BRACING
TOP CHORD Structural wood sheathing directly applied, except end verticals.
SOT CHORD Rigid caging directly applied or 541-6 ce bracing.
WEBS 1 Row at mldpt 6-18.8-13
2 Rows at 1/3 pis 10-12
FORCES. Qb) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=3597/1337, 2-3=3544/1353, 3-4=-3361/1276, 45=-3107/1220, 5-6- 4356/1759,
6-7=-4356/1759, 7-0=4280/1729, B-9=2887/1162, 9-10=2887/1162
BOT CHORD 1-18=1334/3241,17-18=1753/4237,16-17=1753/4237, 15-16=1885/4501,
14-15=1645M911, 13-14=1645,Wll, 12-13=10432467
WEBS 3-18=187275, 4-18=2WM67, 518=1322f626, 5-16=17/d89, 7-15-344243,
S-15=130/573, 8-13=13D8/617, 10-13=-307/1086,10-12=2813/1184
NOTES
1) Wuxl: ASCE 7-10; Vutt=160mph (3second gust) Vasd=124mph; TCDL=42psY BCDL=5.Opsf; h=15$ Cat II; Exp C; End, GCpF0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1,60
2) Provide adequate drainage to prevent water ponding.
3) AD plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psi bottom chord live bad nonconcunent with any other live loads
5) Refer to girders) for truss to buss connections.
6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb upldt at)oim(s) except 01--Ib)1=583,
12=694.
LOAD CASE(S) Standard
�, vcErvsF.��
54 ^t PE 7 51
1 � 6 1
1a3ia- N
5.00 12 5x8 =
3x8 =
20 11 4,6 =
5" 6 7
Deab Lead Deli. = V2In
2,,411 4,8= 3x6= 2x411
8 T2 9 10 11 4x5 =12
�AA
-0. a
Sx6 = 21 20 19 18 17 16 15 14 13
44 - 315 - 4x10 MT2DHS= 2x4 11 3,8 = 2x4 II 4x12 = 3x5.0
302 = 4xlD MT20HS=
iJ
1-0-0 he-0 14i8
261De
3i612
343a
4580
8E-e 648
6326r<
-12
62-t2
62-t2
6-1�t2
040
Plate Offsets MY)- [1:032,03-0], [1:U-1-0,Ed9e1, [4:0512,0-24], [/:0-3-0,Edgel, [9:0-1-12,0-2-01, [12:0-1-12,0-148 , [13:030,0-1-8],
[14:04-0.0-1-12], I17:0-2-0,0-1-81
.a131
LOADING (cast)
SPACING- 240-0
CS1.
DEFL
In (loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.71
Vert(LL)
0.8U 17AS
>978
240
4H
Imo 2490
TCDL 7.0
Lumber DOL 125
BC 0.63
Vert(CT)
-1.1217-18
>485
180
MT20HS 187/143
BCLL 0.0
Rep Stress Ina NO
WB 0.92
H5( CT)
0.21 13
nla
n1a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
-
Weight 479 lb FT = 20"/e
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 •ExcepN TOP CHORD
T2 2x4 SP M 31
BOT CHORD 2x4 SP M 31 BOT CHORD
WEBS 2x4 SP No.3.•Fxcepr
W4: 2x4 SP No2
SLIDER Left 2x6 SP No22-0-1
REACTIONS. (size) 1=08-0 (min. 0-13),13=Merhan'xal
Max Ho=1=167(LC 8)
Max Upliftl=1461(LC 5),13=1644(1-C 5)
Max Grav1=3219(LC 1), 13=3456(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - All torus 250 (Ib) or less except when shown.
TOP CHORD 1-2=7253f3353, 2-3=719913387, 3d=731313461, 4-22=1019714894,
Structural wood sheathing directly applied or 3-11-0 oc purfms, except
end verticals. -
Rigid calling directly applied or 7-2-2 oc bracing.
22-23=10197/4893, 23-24=10196/4893, 5-24=10196/4893, 5-25=1019714894,
25-26=1019714894, 26-27=1019714894. 6.27=1019714894. 6.7=1146615471,
7-28>1146615471, 28-29=11466/5471. 8-29=1146615471, 830=-1146615471,
30-31=1146615471, 31-32=11466/5471, 9-32=1146615471, 933=56972712,
1033=56972712, 1D-34-56972712, 11.34=56972712, 113S=W!372712,
3536=56972712, 3637=56972712,1237=56972712, 12-13=,3326/1683
BOTCHORD 1-21=3162I6536,21-38=3236/6764,38.39=3236/6764,39d0=323616764,
20.40=3236/6764, 19-20=5593111703,19d1=5593/11703, 41-02=559Wl1703,
1842=5593111703, 18-43---5593/11703, 43-04=5593/11703, 44-05=5693/11703,
17-45=5593I11703, 17.46=-4511I9458,1646=-4511/9458, 16A7=451119458,
47-08=-4511/94.58, 15-48=-0511I9458,16d9=451U9458, 49-5D--0.511/9458,
50-51= 451119458, 14-51=-051119458
WEBS 3-21=2041364, 4-21=-42I535, 4-2D=1876/3883, 5-20=704/628, 6-20=1714/796,
6-18=0/495, 6-17=270/157, 8-17=-6691587, 9-17=10922284, 9-15=Ck/489,
9-14=-02782046, 11-14=712/629,12-14=304316396
NOTES-
1) 2-ply trues to be connected together with IOd (0.131'k3) nab as follows:
Top chords connected as follows: 2x4 -1 row at 0-7-0 oc.
0.9-0 oc
Bottom nocto5w1
rw al 0-9-0 oc.bs connected as follows:
S section. Ply � i DENS /
2) AR loads are considered equally applied to all pries, except If noted as front (F) or back (B) face in the LOAD CASE()
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42psh BCDL=5.0pSt h=15ft; Cat II; Exp C; End.. GCpL�. 8;1 PE rJ1
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 /
l
4) Provide adequate drainage to vrater
I
prevent pending.
J`�
5) All plates are MT20 plates unless othervrise indicated.
-
%T&IS£PPb91%ge designed fo a 10.0 cast bottom cho d frve load nomm�anent w th a ty other l ve loads.
-O % . STATE OF / 1
i Rlv�/��
`��
I
1833 "
HIP
NOTES-
7) Refarto girder(s) for truss to truss connections. - - - -- - - - - - - - - - - - - - - -
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb thp80 at)oint(s) except Qt--lb)1=1461, 13=1644.
9) Hanger(s) a other connection devices) shall be provided sufficient to support concentrated load(s)129 lb down and 233lb up at 8-0-0, 107 lb down and 15O 1b up at 10-0-12,
107 lb down and 150 lb up at 12-0-12, 107 lb down and 150 lb up at 14-0-12. 107 lb down and 150 lb up at 16-0-12, 107 Ib,down and 1501h up at 18-0-12, 107 lb down and 150
to up at 20-0-12, 107 lb down and 150 lb up at 22h12, 107 lb down and 1501b up at 24-0-12, 107 lb down and 150 Ib up at 26.0-12. 107 lb down and 150 lb up at 28-0-12, 107
lb dawn and 150 lb up at 30b12, 107 lb down and 150 lb up at 32-0-12, 107 lb down and 150 lb up at 34-0-12, 107 lb down and 150 lb up at 36b12, 107 lb down and 150 lb
up at 38-0-12, 107 lb down and 150 m up at 40-0-12, and 107 lb down and 150 lb up at 42-0-12, and 107 lb down and 15016 up at 44-0-12 on top chord, and 314 Ib daxm and
1641b up at S-", a0 Ib down et 10-0-12, 80Ib down st 12-0-12, 801b down at 14-0-12, 801bdarn at 16-0-12, 801b down at 18-0L12, 80Ib davm at 20-0-12, BO lb down at
22-0-IZ 80 lb down at 24-0-12, 80 lb down at 26-0-12. 80 lb down at 28-0-12, 80 lb dawn at 30.0.12, 80 m chum at 32-0-12, BO lb down at 34-0.12, SO m down at 36-0-12, 80
lb down at 38-0-12, 80 lb down at 40-0-12, and 80 lb down at 42-0-12, and 80 lb down at 44 0 12 on bottom chord. The design tselec0on of such connection device(s) is the
responsibility of others.
LOADCASE(S) Standard
1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Incre1.25
Uniform Loads (pi!)
Vert 1454, 4-12=54, 1-13>20
Concentrated Loads Qb)
Vert 4=129(8) 7=107(B) 19=54(B)21=314(8) 10=107(121) 22=107(B) 23=107(B) 24=107(8) 25=107(13) 26=107(8) 27=107(13) 28--107(B) 29=107(B) 30=107(B)
31=107(B) 32=107(B) 33=107(B) 34>107(B) 35=107(B) 36=107(B) 37=107(13) 38=-4(B) 39=54(B) 40=54(B) 41=54(B) 42=54(B) 43=54(B) 44=54(B) 45=54(8)
PE 51
STATE C ;
X
off1=0
HIP
1
5x5 =
Sx5 =
5-oo r12 5 =
Dead Load Deg. =1/4 In
F�
2D 19 18 .1 16 15 — 13 12 11
11x3 = 5x5 = 3x4 = 4,5 = 3x4 = 3x4 = 4x6 = 3x4 = 5x5 = 84 =
t 7-25 I 1,a1 IF1 I 21-0-0 T3-8-0 3410{ 37571 445-0
_zs ,_,s I ,ss 1 „s I I i
Plate Offsets MY)—t11:Edae,0-6-Ot
(11:0-1-1z.o-0-Dt,
r12:o-z-8.o-1-1zt, t19:0-z-fi,o-1-12t.
f20:o-1-tzo-0-0t r20Eage,0-6-07
LOADING(psf)
SPACING- 2.0-0
est.TDEFL
in (loc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 1.00er4LL)-0.37
13-15
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 125
BC 0.88ed(CT)-0.62
13-15
>853
180
BCLL 0.0
Rep Stress Ina YES
WB 0.90orz(CT)
0.14 11
n/a
We
BCDL 10.0
Cdde FBC2017/rP12014
MabtXS
Weight 262lb FT= 20%
LUMBER -
TOP CHORD 2x4 SP Nm2
BOT CHORD 2x4 SP No.2
WEBS 20 SP No.3
REACTIONS. (size) 20=0-8-0 (min.0-1-15),11=0-8-0 (min.0-1-15)
Max HOR20=158(LC 9)
Max UplifY2D=557(LC 8), 11=557(LC 9)
Max Gmv20=1642(LC 1), 11=1642(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end venicals.
BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing.
WEBS 1 Row at midpt 4-16, 7-15
FORCES. (lb) - Max. Comp./Max Ten. -All forces 25D Qb) or less except when shown.
TOP CHORD 1-2=320211051, 2-3=2834/942, 3.4=27111961, 4-5=2228/766, 5.6=1989/744,
6-7=22=766, 7-8=27111961, 8-9=28341942, 9-10--320211051, 1-20=15621584.
10-11=15621583
SOT CHORD 19-20=3801538, 18-19=104812889, 17-18=S25f2556, 16-17=82512556,
15-16=-47311989, 14-15=-66712556,13.14=6672556, 12-13=890/2889, 11-12-2341538
WEBS 2-18=395252, 4-18=71/417, 4-16=825/464, 5-16=163f581, 6-15=163/581,
7-15-825/464, 7-13=71/417, 9-13=395252,1-19--6702358, 10-12---658/2358
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=15$ Cat II; Fxp C; End., GCp'r-0.IS:
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4)This thus has been designed for a 10.0 psf bottom chord live load nonconarrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjotrd(s) except (It --lb) 20=557,
11=557.
LOAD CASE(S) Standard
1 1PE 51
a; 6 I
-Cl 1 . STATE OF ;
�4CON
,sssa.Lx
Sid =
5.Oe F,2
Sx7 =
Dead Load Dell, =5/16 in
16 .1 1° 15 14 11 11 11
3x4 = 4x6 = 3xs = 3x4 = 4x6 = 3,4 =
l 9.7-12 I 19-0-0 1 25�-0 i 3504 1 44$0 i
9-7-12
Plate Offsets KYI-
t1:Edae,0-3-41, 11:9-1-12.Ob121,
f6:0-54.0-2-M,
N0:0-1-12D-0-121,
r10:Edae.0-3-41
LOADING(Psf)
SPACING-
2-M
CSL
DEFL.
in poc)
Ildell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TC 0.81
Ved(LL)
-023 12-14
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
125
BC 0.79
Vert(CT)
-0.52 12-14
>999
180
SCLL 0.0
Rep Stress Ina
YES
WB 0.77
Horz(CT)
0.15 11
n1a
We
BCDL 10.0
Code FBC2017nP12014
Matrix-S
Weight 264 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD
BOT CHORD 2x4 SP M 31 *Except'
B2:2x4 SP No-2 BOT CHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (size) 11=Mechanical, 18=G8-0 (min. 0-1-8)
Max Hoa18=143(LC 8)
Max UplfRl1=-540(LC 9), 18=540(LC 8)
Max Gravl 1 =1642(LC 1), 18=1642(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2---676254, 2-3=30461967, 34=2982SM, 4-5=2393r/94, 5{=2154f/71,
6-7=2392f794, 7-0=-2982/986, 8-9=30461967, 9-10=676254, 1-18= 4041213.
10-11= 404213
BOT CHORD 17-18=10392B60, 16-17=-Bl l2591,15-16=-8112591,14-15-- 8 153,
13-14=-66812591, 12-13=-6682591, 11-12--8962860
WEBS 2-17=176263.4-17=-81/429,.415=-617/396, 5-15=1371568, 6-14=193/568,
7-14=-617fd96, 7-12-81MO, 9-12=176I263.2-18=25651817, 9-11=2-%WB18
Structural wood sheathing directly applied or 2-2-0 oe pur ins, except
end verticals.
Rigid ceiling directly applied or li &2 oc bracing.
1 Row at midpt 4-15, 6-15, 7-14, 2-18, 9-11
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf, h=15% CaL 11; E p C; End., GCVF=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This lass has been designed for a 10.0 psf bottom chord live load nonconaurent with any other live loads.
5) Refer to girders) for lass to truss connections.
6) Pmvide medrar iral connecdon (by others) of tnrss to bearing plate capable orwilhstanding 100Ib uplf t at ioint(s) except (it=lb)11=540,
18-540.
LOAD CASE(S) Standard
r ! PE 7_GO51 (11
o STATE OF f
/461
�.� 118
�.(� ;
5
1833a.LN
7xl
Dead Load Dell. = 114 in
Sx5 = 5.7 =
5.00 12 s -
3x4 = 4x6 = 3xs = 3x4 = 4x6 = 3,4 = 5x4 =
&7-12 19-0-0 2543-0 35-04 41-2-0 9-7-12 1 i fi-L-0 1 94-4 1 fit-12 1
Plate Offsets MY)— ft:Edge.03-41.11:0-1-12A-0-121.16..0.5-4,D-2-81.
f1142-0.0-Y-121
L.OADING(psf)
SPACING-
24-0
CSI.
DEFL
in (toe)
Vdefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TC
0.74
Veit(LL)
-02212-14
>999
240
Mf20 2441190
TCDL 7.0
Lumber DOL
125
BC
0.87
Vert(CT)
-0.4912-14
>999
180
BCLL 0.0
Rep Stress Ina
YES
WB
0.69
Horz(CT)
0.12 11
nla
We
BCDL 10.0
Cove FBC2017frPI2014
Matrix-
Weight 241 Ib Fr= 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
SOT CHORD 2x4 SP NO2 •Except
81: 2x4 SP M 31 BOT CHORD
WEBS 2x4 SP No.3 WE13S
REACTIONS. (Sae) 11=G-8-0 (min. 0.1-13), 18=G-" (aim. 0-1-8) .
Max Horc 18=188(LC 8)
Max UpriM1=475(LC 9). 18-508(LC 8)
Max Grav11=1512(LC 1), 18=1512(LC 1)
FORCES. pb) - Max. CompJMax. Ten. - All forces 250 0b) or less exceptwhen shown.
TOP CHORD 1-2-- 64M247, 23=2750f895, 3r1=-2685/914, 4-5=207617D5, 5E=1859I694,
6-7=1973/672, 7-8=1879/616, 8-9=1940/604, 1-18�3911210
SOT CHORD 17-18=1022f2602, 16-17=7882308,1576=788f2308, 14-15=42411760,
13-14=511/1879,12-13=-511/1879, 11-12=412/1279
WEBS 2-17=1901268, 4-17=-5/445, 4-15=-625f399, 515=95/479, 6-15=1571314,
6-14=931365, 7-14=226259, 7-12---A(0.170, 9-12--W633, 2-18=230W754,
9-11=1904/623
Structural wood sheathing directly applied or 2-8-14 oc puns, except
end ver8cels.
Rigid ceiling directly applied or 6-7-2 oc bracing.
1 Row at midpt 4-15, 6-15, 7-14, 2-18
NOTES-
1) Unbalanced roof We loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=15f ; Cat IF, Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This buss has been designed for a 10.0 psf bottom chord live load nonoonc ment with any other live loads.
5) PmAde mechanical connection (by others) of truss to bearing plate capable of withstanding 1DO lb uplift at joint(s) except (t=1b)11=475,
18=508.
LOAD CASE(S) Standard
zz
PF 760051 nt
STATE OF iZZ
10
,e.13as
Dead Load Des. =114 in
5.OD72 Sx7 = 2x4 II 5z7 =
4r5 = 3x5 = 416 = 3x5 = 3x8 = 3h5 = 3,5 — 7x8 =
529 \\ 4X _
lye
.iba� 980 1600 T34-0 P69-0 3G11.15 45da
YY�dOd'� I s4o t s+o I s+o F sa,s I ea i
o.aa
Plate Offsets (XY)- 12:0-0-0,0.1-14]
1645-4,0-2 M. (8:OS4,0-2-81,112D-1-12,0-O-121,
(13:Edge,0-341, f21:0-572,0-1-41
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in poc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.50
Vert(LL)
025 17
>999
240
NMI)
2441190
TCDL 7.0
Lumber DOL 125
BC 0.96
. Vert(CT)
-0.50 18-20
>999
180
BCU- 0.0
Rep Stress Inc YES
WB 0.69
Horz(CT)
0.19 13
n1a
n1a
BCDL 10.0
Code FBC201771PI2014
Matrix-
Weight2681b
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3 BOT CHORD
WEBS
REACTIONS. (sae) 13=Mechantcdl,21=0-8.0 (min.0.2;1)
Max Horz21=153(LC"8)
Max Upliftl3=519(LC 9), 21=559(LC 8)
Max Grav13=1633(LC 1), 21=1735(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. -Aft forces 250 Qb) or less except when shown.
TOP CHORD 1-2-478186, 23=-%g214, 34=29891921, 4-5=29381931, 5-6=2516/872,
6-7=24101909, 7-8=24101909, 8-9-25281876, 9-10=2956/954, 10-11=305W938,
11-12=597/220, 12-13=366/191
BOT CHORD 1-21=103/484, 20-21=9412721, 19.20=7942628, 18-19=7942628, 17-18=58512270,
16-17=5852281,15-16=7392665,14-15=7392665, 13-14=8542823
WEBS 5-20=-37296, 578=-SDU343, 6-18=15415D0, 6-17=14014(16, 7-17=319240,
8-17=1341391, 8.16=1611514, 9-16=5341351, 944-55f339, 11-13=26121807,
2-21=-3471280, 3.21=2527/781
Structural wood sheathing directly applied or 3-1-9 oc pudins, except
end verticals.
Rigid calling directly applied or 2.2.0 cc bracing.
1 Row at midpt 11-13, 3-21
NOTES-
1) Unbalanced roof five loads have been considered forthis design.
2) Winct ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 7CDL=42psf, BCDL=5.Dpst h=151t CaL It; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pon img.
4) This thus has been designed for a 10.0 psf bottom chord live load nonconcrrent wnh any other five loads.
5) Refer to girder(s) for truss to buss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at-lb)13=519.
21=559.
LOAD CASE(S) Standard
r PE ZW5-1 ril
-D .Q STATEDX.
i
9
1a33ad.N
Dead Load Dell. =3116 in
5.00(12 5x7 = 2X4 11 5X7 =
315 = 3X4 = 3X6= 3X4 = axe = 314 = '3X4 = 414 =
sxB 1\ 3x6 =
1 9-60 taea 23-/-0 3B-B-0 3311-15 Lt42-/-2a
B4-0 B4-0 54-0 3315
a+o
Plate Offsets MY)- f2.0-0-0.al-tat,
ts:a5d.a2-el.
18:OS-0.a2.81. t10:a1-12.0-1-8t 112:0-2-0.0-2-81,120.'0-&12.0-2-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
In (loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.38
VertkU)
0.17 17-19
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 125
SC 0.83
Vert(CT)
-0.37 17-19
>999
180
BCLL 0.0
Rerp Stress Ina YES
WB 0.61
Hort(CT)
0.12 12
nla
We
BCDL 10.0
Code FBC20171fP12014
Matrix-
Weight 252 to FT= 20%
LUMBER- BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2c4 SP No 9
vam 2x4 SP No.3 ROT CHORD
WEBS
REACTIONS. (size) 12=048-0 (min. 0-1-12), 20=0-8-0 (min. 0-1-14)
Max 1 o1=20=211(LC 8)
Max Uprdtl2--438(LC q 20=520(LC 8)
Max Grav12=1467(LC 1), 20=1569(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1=2=•444178, 2-3=550/205, 3-0=26221835, 4-5=25201845, 5-6=2117(751,
6-7=192W762, 7-8=19251762, 8-=1884/677, 9-10=14701459
BOT CHORD 1-20=95/449, 19-20=926r2407,18-19=77012276.17-18=77012276, 16-17=541/1902,
15.16=-068/1679,14-15=-083H591,13-14= 4WI591,12-13=190/579
WEBS 5-19--44/318, 5-17=515/348, 6-17=1561511, 7-16=321241, 8-16=1871529,
9-15=01261, 9-13=-031275, ta13=242/1018,1a12- 15841522, 2-20-334277,
3-20=2212UOO
Structural wood sheathing directly applied or 3-0-14 oc puriins, except
and verticals.
Rigid ceiling directly applied or 6-1-0 oc bracing.
1 Row at midpt 6-16.3-20
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wind-. ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=S.Opst, h=15$ Cat II; Fxp C; End., GCpr-0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pond'mg.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunerd with any other five loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qrlb)12--138,
20=520.
LOAD CASE(S) Standard
1 JcEn1sF "�rl�%
r PE7E�05_1
,O X STATE OOFFRIO
ZONAL Er1G \\
0
Dyad Load DeB. = 114 in
5.00 12 5,7 = 2x4 II Sd =
18 17 16 15 " 13 12 11
4x5= 5r5= 6'= 3x8= 3x6= 515= BxB=
6X9 \\ 4ffi = -
14-0
a-0o s-atz I ts4-o I 23]�-04-0 I soea I sso4 i 4sa-0
-0a ]312 Jai )+g J+4 J-tom
Plate Offsets MY)— r5:o-54.0-2-121
n:0-5-4.0-2-121 (I1:Edge
O-A), f1141-12.0-0-0I,
t1242-8,o-1-121
r16:0-3-003-01,
r77:o-2-8 0-2-01,
118:0-0-11,0-1-10). r1642-0,o-z-B)
LOADING (psi)
SPACING- 2-M
CSL
DEFL in
(log)
Wait
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.96
Ved(LL) 027
15
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.80
Vert(C•f) -0.4813-15
>999
180
BCLL 0.0
Reap Stress Ina YES
WB 0.89
Horz(CT) 0.14
11
n/a
n/a
BCDL 10.0
Code FBC2017/iPI2014
Matrix-S
Weight 253 lb FT=2D%
LUMBER -
TOP CHORD 2x4 SP No2 •FxwW
T2,T5: 2x4 SP M 31
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing diredly applied, except end verticals.
GOT CHORD Rigid caging directly applied or 63-8 oc bracing.
WEBS 1 Raw at midpt 3-16. 9-13
REACTIONS. (sae) 11=Mechanicb ,18=0-8-0 (min. D-2-1)
Max Horz18=138(LC 8)
Max Upli011=496(LC 9), 18=,%B(LC 6)
Max Gravl l=1633(LC 1), 18=1735(LC 1)
FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=5641175, 2-3=3116/9B2, 34=26941926, 4-5=26831950, 5-6=2739/1062,
6.7=273911062, 748=2630/955, 8-9=2715M35, 9-10=—VM1006, 10.11=1553/528
BOT CHORD 1-18=2011568, 17-18=-3391568,16-17=-8632805,15-16=E952419,14-15=696/2435,
13-14=-6962435,12-13=-8652893,11-12=209I558
WFW 3-16=4611336, 5-16=761437, 5.15=2001590, 6.15=. 45r4W, 7-15=194/572,
7-13=90/455, 9-13=536366, 10-tY-6962340, 2-18=15381617, 2-17=6472244
NOTES-
1) Unbalanced roof live loads have been considered forthis design.
2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=15fk Cat II; Fxp C; End.. GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonoonaarrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6t=lb)11=498,
18=538.
LOAD CASE(S) Standard
M. Ex
VX ENS,,N,
PE 7W51 rig
p STATE OFZz
I
1553-a-LN
5.00 F12 W
517 =
Dead Load Deft. = 3116 in
36 = 5x4 = 5x5 = 3X = 3x4 = 34 = �' II
M \\
316 =
1+0
1 - 12 716U-0 2a-44 9080 3aa4 41-2-0
312 L/ .M ]J-e ]� 31-12
Plate Offsets M)O- t5:0-5-0
0-243], f7:0-5-4,0-2-81,111:0-2-4a1-M,
115:0-2.8,G-341,
t16:0-2-00-241
tn:0-0-11,0-1-101.
[17:0-2.8-U-2-8]
LOADING(psl)
SPACING- 2-0-0
CSL
DEFL
in Ooc)
Udell
Ud
PLATES
GRIP
TCLL 20.G
Plate Grip DOL 125
TC 0.86
Vert(U)
0.18 14-15
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 125
SC 0.74
Vert(CT)
.0.34 15-16
>999
180
BCLL 0.0
Rgp Stress [nor YES
WB 0.75
Ho2(CT)
0.10 10
n1a
n/a
BCDL 10.0
Code FBC2017/IPI2014
MatmrS
WeighC 236lb
FT= 20%
LUMBER -
TOP CHORD 2x4 SP No2
SOT CHORD 2x4 SP No
WEBS 2x4 SP No.3
REACTIONS. (size) 10=Mechanical. 17=0-8-0 (min. 0-1-14)
Max Horn=195(LC8)
Max UpiiR10=-466(LC 4),17=501(LC 8)
Max Grev10=1467(LC 1). 17=1569(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing.
WEBS 1Row at midpt 3-15
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 Ob) or less except when shown.
TOP CHORD 1-2=511/157, 2-3=27601868, 34=23001/99, 4-5=2289/823, 5-6=2194/887,
6-7=2194f887, T-8=1935f701, 8-9-12961425, 9-10=14551466
SOT CHORD 1-17=1821524, 16-17=3791524,15-16=85172478, 14-15=-6452054,13-14=529/1709,
12-13=52911709,11-12- 382/1196
WEBS 3-15=-4921347, 5-15= W/449, 5-14=122f363, 6-14- 4461336, 7-14=2741751,
B-12=170/632, 8-11=8331371, 9-11=-49011529, 2-17=1381/583, 2-16--SM1960
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psf: h=16% CaL II; 6y C; End., GCpi:=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Pmvide adequate drainage to prevent water ponding.
4) This loos has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joird(s) except (it-lb)10=466,
17=501.
LOAD CASE(S) Standard
-WE. 51
W �6
O STATE OF j
0:0
FSS/o'er+��G\\�,
r,0
T&93&W
Souhtrem
T
O
5c5 =
k -25
3,6 _ 3r5 = 5x5 =
Dead Load Deft-= S/M6 in
19 18 17 10 10 14 13 12 11
4x5= 5c5= 3x6=4x6= 3c5= 416=
3ffi = 54= 8x8 =
60D l\
1i0
T4-0 ]d9 14ke 234-0 3741-0 33/d �580
05*0l sza {- ss] I s+o I s+o I 6sa i ssa I
oso
Plate Offsets MY)- r11:Edge,0-&Q,
t11d1-1-12,0-0-01. 1120-2-8,&1-121, f18:0-&8
0.1-121 f19:0-0-11,0.1-101. 119:638.Edael
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL in (bc) Udell L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.80
Vert(LL) 0.31 15 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 125
BC 0.87
Vert(CT) -0.58 13-15 >918 180
-
BCLL 0.0
Rep Stress Ina YES
WB 0.92
Horz(CT) 0.14 11 We nla
BCDL 10.0
Code FBC2017/rP12014
Matrbc-S
Weight247Ib FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD ZA SP No.2'ExoW
B2: 2x4 SP M 31
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end vertcals.
BOT CHORD Rigid ceiTing dnedly applied or 5-9-15 oc bracing.
WEBS 1 Row at mldpt 5-17.7-13
REACTIONS. (sae) 11=Medranlcal, 19=0$O (min. 0-2-1)
Max Hoa19=123(LC 8)
Max Uprdtl1=-520(LC 4), 19=546(LC 5)
Max Glw11=1633(LCt), 19=1735(LC 1)
FORCES. (lb) - Matt Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2-- 4421126, 2-3=-3085/1026, 3d=282111026, 4-5=2556/988, 5-0=-3071/1182,
6-7=-307111182, 748=2582/996, &9=2850/1034, 9-10=3184/1052, 10.11=1558/544
BOT CHORD 1-19=1351450, 1&19=257/450, 17-08=-8922787,1&17=1017/3011, 15-16=1017/3011,
14-15=101813021, 1&14=1018/3021,12-13=9162880, 11-12=169/467
WEBS 3-17=295275, 4-17=199/749, &17=761/320, 7-13=742/314, &13=2051764,
9-13=.368299,10.12=7712420, 2-19=1545/588, 2-18=7382347
NOTES-
1) Unbalanced roof Ove loads have been considered for this design
2) Wind: ASCE 7-10; Vut-160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=S.Opsf; h=15fk Cat II; Exp C; End., GC014.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other five loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upl'dl atjoird(s) except CW--Ib)11=520,
19=546.
LOAD CASE(S) Standard
PE 76O51 n�
STATE OF
FR
NAL
(A
IM-13 N
5,5 =
3x4 = 316 = 3x4 =
Dead Load Deft. =5116 n
ax8= 5x5= W= 416= 3x4= 4)6= Us= Sx5= ex8=
040{7-0 p6b9 1 13-0-0 F 221-0 I 31A-0 1 38-tA 1 44A-0 1
6-2A 6-5-7 94-0 9-0-0 6S8 6AA
Plate Offsets (X,YH 110:Edee,043-0)
I70:0-1-12,0-0-01,111:04.8.0-1-121,
f17:0-2-8,0-1-121,118:0-1-12.0-0-01,
r18:Edge,0-601
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in
goo)
Well
U'd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.75
Ved(LL)
0.32
14
>999
240
Mf20 244/190
TCDL 7.0
Lumber DOL 125
BC 0.87
Vert(CT)
-0.59 14-16
>901
180
SCLL 0.0
Rep Stress Inv YES
WB 0.93
Horz(CT)
0.15
10
Na
n/a
BCDL 10.0
Code FBC20171TP12014
MatrixS
Weight 244 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD
BOT CHORD 2x4 SP No.2'Excepr
62:2x4 SP M 31 BOT CHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (sae) 18=0-8-0 (min. 0-1-15), 10=Medranlml
Max Hor418=97(LC 8)
Max Upllft18=523(LC 5). 10=523(LC 4)
Max Grav18=1642(LC 1). 10=1642(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=320211057, 2-0=287011040, 3-0=2601/1001, 4S=J10311191, 5-6=310311191,
6-7=2601/1001, 7.8=287011040, 8.9=320211057, 9-10=1566I546, 1-18=1566/546
BOT CHORD 17-18=259/469,16-17=9242897,15-16=1027/3048,14-15=1027/304S,
.13-14=102613048,12-13=102613048, 11-12=92112897, 10-11=1691469
WEBS 2-16,3671298, 3-16=2077T71, 4-16=7541317, 6-12=7541317, 7-12=207f771,
8-12=367298, 9-11=77612436,1-17=77812435
Structural wood sheathing directly applied or 2-2-0 oc pudins, except
end verticals.
Rigid caging directly applied or 59-10 0o bracing.
1 Row at mldpt 4-16, 6-12
NOTES-
1) Unbalanced roof live loads have been considered forthis design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.Opsf; tr=1511; Cat II; Exp C; End., GCp44.16;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load rronconcurrent with any other five loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b)18=523,
10=523.
LOAD CASE(S) Standard
r PE 76051 rit
%ONAL ENG \N
L G)
5,7 = 21K4 11
5.00 12 4 5
3x6 = 3x5 =
Dead Load DeiL = 5r16 in
P6 [i
20 to 18 77 16. 15 54 13 12 11
4x5= 515= -3.5= 4a6= 3x8= 315= 4x6= 3x5— Gx6— 8.8=
6a10 \\
1+0
6S2 1t80 19J74 Z1�12 31-BO M2-19 4�
140 31 2 F Sb14 I ] 14 t 'I Fia 1— % 7.{ 1 Sy13
Plate Offsets MY)— f4.0S40-2-121
r8-0-5-40-2-12t t11•Edoe,0.6-01
01.0-1-1204M
112:0-300-2-B) M6,0-2-Sa1.8t 1190-2-80-1-121 r20'0-4110-1-1ot. (z0'0-3�
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in Qoc)
gdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
OS3
Vert(LL)
0.37 15-16
>999
240
NfT20 2441190
TCDL 7.0
Lumber DOL 125
BC
0.90
Ven(CT)
-0.6215-16
>949
180
SCLL 0.0
Rep Stress Ina YES
WB
0.93
Hwz(CT)
0.17 11
n/a
n/a
BCOL 10.0
Code FBC2017tirpm14
Matrix-S
Weight 2461b FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 *Except' TOP CHORD
72,T3: 2x4 SP M 31
BOT CHORD 2x4 SP No2 BOT CHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (sae) 11=Mechanical, 20l (min. D-2h)
Max Hwz2D=107(LC 8)
Max UprdH 1= 546(LC 4), M� S72(LC 5)
Max Grsv11=1633(LC 1), 20=1735(LC 1)
FORCES. (lb) - Max. CompJMax Ten. - All forces 250 (ib) or less except when shown.
TOP CHORD 1-2=350/111, 2-3=3012J1D47, 3-4=2931/1102, 4-5-3535/1426, 5-.,=-3_RUll426,
6-7=3534/1426, 7-8>3547/1430, 8-9=2971/1114, 9-10=3132/1081, 10.11=15631562
BOT CHORD 1-20>1121356, 19-20=1951354, 18-19--9202727,17-18— W7/2657,16-17=88712657,
15-16=1265J3546,14-15=8952694, 13-14=-8952694, 12-13=9512840,
11-12=133/401
WEBS 4-18=20J301, 4-16= 454/1154, 5-16=-431/324, 7-15=d74f323, 8-15=446/1128,
8-13=32J324, 10-12—=e=451, 2-2D=-15581592, 2-19=7912389
Structural wood sheathing directly applied or 2-10-11 oc purfms, except
end verticals.
Rigid ceiling direly applied or 5-2-14 oc bracing.
1 Rour at mtdpt 7-16
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10,, Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psF BCDL=5.0psf; h=15t Cat 11; Exp C; Encl., GCp'F:O.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to preventwater pending.
4) This truss has been designed for a 10.0 psf bottom chord live lead nonconwnent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at join(s) except Qt--Ib)11=546,
20=572.
LOAD CASE(S) Standard
1B3ia-LN
ii
Dead Load Dell. =5/16 in
Sx7 = 2x4 11 36 = 3,4 = 5x7 =
5.0012 3 » 4 5 6 n 7
16RLmi-
VAA
V.0AMAi-m
19 16 17 76 15 14 13 12 11 10
axa = 6,6 = 3x4 = 4x6 = 36 = 314 = 416 = 314 = 616 = 86 =
0 0 b12 1 1t-0-0 I 18-7.4 I 26b12 33-8-0 I 39-2-13 I 4450
'd
Plate Offsets MY)-
f3..0-54,0.2-121, f7:0-54.0-2421,
fl0:Edge
0-6-01, (10:-1-12.0-0-01,
11115:0-2-8 0-1-81,
118:0-3-0.0.2$ (19:Edge 0S0L
f19:0-1-12 0.")
LOADING(psf)
SPACING- 2-00
est.
DEFL
in Qoc)-
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.52
VertQ1)
0.38 14-15
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 125
BC 0.91
Vert(CT)
-0.6414-15
>833
180
BCLL 0.0
Rep Sinew Ina YES
WB 0.94
Horz(CT)
0.17 10
n/a
n1a
BCDL 10.0
Cdde FBC2017/TPT2014
Mabbr.S
Weight 243lb
FT= 2D%
LUMBER -
TOP CHORD 2x4 SP Not •Except•
T2,T3: 2x4 SP M 31
SOT CHORD 2x4 SP NO2
WEBS 2x4 SP No.3
REACTIONS. (sae) 19=0-8-0 (min. 0-1-15), 10=Mechanical
Max Horz 19--82(LC 8)
Max Upliftl9=- %LC 5), 10=549(LC 4)
Max Gmv19=1642(LC 1). 10=1642(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc pudins, except
end verticals.
BOT CHORD Rigid ceNng directly applied or 5-2-11 oc bracing.
WEBS 1Row at midpt 6-15
FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=315011086, 2-3=29911f 120, 34-3578/1439, 4-5=3578/1439, 58=357811439,
6-7=3577/1439, 7-8=299111120, 8-9=3150/1066, 9.10=15711565, 1-19=15711565
BOT CHORD 18-19=209/402, 17-18=9592857,16-17=9042713,15-16=9042713,
14-15=1274/3577, 13-14=9012713, 12-13=9012713,11-12=9562857,
10-11=1331402
WEBS 3-17=31/323, 3-15=- 1144, 4-15=4311d25, 6-14=482/326, 7-14=-45011143,
7-12-311324, 9-11=3272466,1-18=8272466
NOTES-
1) Unbalanced roof five loads have been considered forthis design.
2) Wind: ASCE 7.10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15f4 Cat II; F-V C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonooncunent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt4b)19=549,
10=549.
LOAD CASE(S) Standard
r PE 76051 rit
STA7E OAF fig
N��
V
1r33-B,LN
HIP
5.00 F12
5x5 =
3155 315 = 3x6 _ 3x5 = 5,5 =
Dyad Load Delt. =12 in
US _ 34 = 4x8 Mi20H5=36 = 3xS =4n8 WMHS= Us — 4x5 —
1+0 ggge
late 161a11 T1-95 9aBa w w
ciao
saa 1 o-10-1 i elan 1 slo-n l e-ea
Plate Offsets MY)—
DV-3-2,0-3-01.11:0.1-6.Edge1.
1f Z: 2,0-3-01. 1121-3-11.Edoe
, 113:0-2-12,0-1-81, 1180-1-12 0-1481
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
Well
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
125
TC 0.81
Vert(LL)
0.55 15-16
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL
125
BC 0S1
Vert(CT)
-0.94 15-16
>588
180
MT20HS
1971143
BCLL 0.0
Rep Stress incr
YES
WB 0.49
Horz(CT)
022 12
n1a
n1a
,
BCDL 10.0
Code F13C2017rrP12014
MabbaS
Weight 233111
FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
SOT CHORD 20 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 2-7-5. Right 2x6 SP No2 2-7-5
REACTIONS. (size) 1=D-8-0 (min. 0-1-8), 12=0-" (min. 0-1.8)
Max Horz1=76(LC 8)
Max Uplift1=589(LC 5). 12--589(LC 4)
Max Gmvl=1702(LC 1). 12-1702(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins.
SOT CHORD Rigid cefing directly applied or 5-10-12 oc bracing.
WEBS 1Row at midpt 5-18,8-13
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less exoeptwhen shown.
TOP CHORD 1.2=367111352, 25=3617/1368, 3-0=3434/1290, 4-5=317511232, 5-6=-4482/1778,
6-7-4482/1778, 7-8=-4482/1778, 8-9-3175M232, 9-10=3434/1290, 10-11=361711368,
11-12=367111352
BOT CHORD 1-18=119713308, 17-18=1603/4299, 16-17>1603/4299, 15-16=1764/4666,
14-15=16W/4299,13-14=160Qf4299,12-13=1194rdMB
WEBS 3.18=192276, 4-18=30011006, 5-1B=14191625, 5-16=,531440, 6-16=-312/192,
6-15=-3121192, 8-15=531410, 8-13=141M25. 9-13=30WI006, 10.13=192276
NOTES-
1) Unbalanced roof live loads have been considered forthis design. '
2) Wmd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psF h=151t; Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pond'mg.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncencunent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()Y-Ib)1=589.
12=589.
LOAD CASE(S) Standard
1 ! PE IL
�-OI. STATED {�
/ass---' G,N
/11111 M
1• 4
1a3,3au+
EQ
5.00 12 S:9
2x4 0 4x8 = Sx6 = 2.4 If
4" = 6x9 =
9 10
Dead Load Deft. = 9116 in
�Ai
1-115
MOORE'
L11
k11
SxB =
2/ 20 19 ill
17 16 15 14
5x8 =
4xS —
3,5 = 4x12 MT20HS= 2x4.11
3x6 = 3x6 = 3x5 =
4x6 =
4x6 =
4x10 MT20HS=
1Ap
d680
eoo
tda15 2039 7
1 ass 1 ssao 45+0
4580
SaV�
a� 68e
I 1 1
62-10 68U 6614
6414 6x-fa 68e
Ob-0 '
[1d11
1-0e
3�
Plate Offsets MYi- (1:0-32,0-3-01,
11:0-0-14,Edael,
14:03.40d-01, (10:03-40-"],
f13:0-3-2,0-3-01,
113:1-3-3 Edcel, I15:0-2-4•D-1-81,
f17:0-2-0,0-1$. 120:0-3-0.0-2-01
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL
in pac)
11de8
L/d
PLATES
GRIP
TCU- 20.0
Plate Grip DOL
125
TC 0.67
Vert(L-)
0.8517-18
>647
240
MT20
2441190
TCOL 7.0
Lumber DOL
125
Sc 0.70
Vert(CT)
-12017-18
>459
180
MT20HS
187/143
BCLL 0.0
Rep Stress Ina
NO
V B 0.82
Hom(CT)
025 13
We
We
BCDL 10.0
Cdde FBC2017/rP12014
Matrix-S
Weight 525 ib
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP Nc.2 •Except• TOP CHORD
T2,T3: 2x6 SP No.2 BOT CHORD
BOT CHORD 20 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 26 SP No-2 2-0.1, Right 24 SP No2 2-0-1
REACTIONS. (sae) 1=0-8.0 (min. 0-1-8), 13=0-8.0 (min. 0-1.8)
Mau Horz1=60(LC 8)
Max Uprft1=1530(LC 5), 13=1530(LC 4)
Max Gmv1=3349(LC 1). 13=3349(LC 1)
FORCES. (1b) - Max. Comp./Max. Ten. - All fours 250 ph) or less except when shown.
TOP CHORD 1-2--7560P3549, 2-3=75OWS54, 3-0=76901d657, 4-22=1089815255,
22-23=1089915257, 5-23=1090015257, 5-24=10898I5255, 24-25=1089W5255,
625=10898/5255, 6-26=12748/fi131, 26-27=1274816131. 7-27=1274016131,
7-28=12748/6131, 8.28=1274816131, 8-29=1274816131, 2930=1274816131,
9.30=12748/6131, 931=1W92/5255, 31-32=10891/5255,1032=1089015254,
.10-11=7691/3657,11-12=7506r3554,12-13=756013549
BOT CHORD 141=3181/6814, 2133=-3305/7138, 3334=3305f7l38, 20-34=330517138,
19-20=-6010112734,19-35=6010/12734,1835=-6010N2734, 18-36=6010/12734,
36-37= 6010112734, 37-38=-6010/12734,17-W=-6010H2734, 17-39=5134/10890,
1639=5134/10890,15-16=5134/10890,15-40=-330377140, 40-01=-330317140,
14-41=3303f7140,13-14=317916814
WEBS 3-21=2381531, 4-21=22/490, 4-20=20BOI4308, 5-20=738/630, 6-20=21231994,
6-18-D1519, 8-17=704/614, 9-17=9992148, 9-15--1750/1104.1 D-15=207814298,
1(3-14=22/491, 11-14=2391532
Structural wood sheathing directly applied or 3-8-13 oc pudire.
Rigid miring directly applied or 6-10-14 oc bracing.
NOTES-
1) 2-ply truss to be connected together with 10d (0.131•x3•) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6.2 mvrs staggered at D-9-0 oc.
Bottom chords connected as follows: 2x4 -1 mw at 0-9-0 oc.
Webs connected as follows: 2x4 -1 m%, at 0-94 oc.
2) AO bads are considered equally applied to a8 plies, except if noted as from (F) or back (B) face in the LOAD CASE(S) section. Ply b ph
3) connections
m�ovra6vbe loa
ds have n ve bbeen mrtlr ronly 10 N noted esy or
�)' unless otherwise Indicated. \ St Z/lei
4) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=42psi; BCDL=S.Opsf; h=15fk Cat II; Exp C; End., GCpr-�`
MWFRS (envelope); Lumber DOL=1.60 plate gap DOL=1.60 i
5) Provide adequate drainage to prevent water ponding. �1
6) All glazes are MT20been plates
unless otherwise i bottom
d. i PE 7 51 ii
7) This tress has been designed fora 10.0psF bottom chord live Toad nonconcunent with any other live loads. 'r'a`��i�+���t1 � `
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joim(s) exrap _
13=1530.
:.ontnued on page 2
,-0 sTA /r
j \ �RID ��\tom
I
1833434A
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)176 lb down and 233ib up at-8.0-0, 107 lb down and 150 lb up at-10-0.12,
1071b down and 1501b up at 12-0-12,1071b down and 1501b up at 14-0-12, 107lbdown and 150lb up at 16-0-12,1071b down and 150 Ib up at 18-0-12, 107lb down and 150
Ih up at 2040-12,107lb down and 150 Ib up at 22b12, 1071b dawn and 1501b up at 234-0, 107lb down and 150 to opal 24-7-4, 1071b down and 150lb up at 26-7-0, 107 lb
dovm and 1501b up at 28-7-4, 107 Ib dawn and 1501b up at 30-7-0, 107lbdown and150 lb up at 32-7-0,1071b down and-1501b up at 34-74, and 107 lh down and 150 lb up al
36-74, and 176 lb down and 233 lb up at 38-8.0 on lop chord, and 314 lb down and 1641b up at &", 80 lb down at 10-0-12, 80 lb down at 12-0-12. 80 Ile down at 14-0-12, 80
tb down at 16-0-12, 80 lb dawn at 18-0-12, 80 lb down at 20-0-12, 801b down at 22-0-12, 80 lb down at 23-". 801b down at 24-7-4, 80 lb dawn at 26-7-4, 80 lb down at
28-7-0, 80 lb down at 30-7-4, 80 lb down at 32-7-4. 80 lb down at 34-7-4, and 80 lb doom at 3G7-0, and 314lb dovm and 1641b up at 38-7-4 on bottom chord. The
desujrdselecion of such connection device(s) is the responsihiTity of others.
LOAD CASE(S) Standard
1) Dead + Roof LNe (balanced): Lumber Inaease=1.25, Plate Incease=125
Vert 1-4=54, 4-10=54, 10-13--54,1-13=20
Concentrated Loads (Ib)
Vert 4=129(F)10=129(F)19=54(F) 21=31.
8=107(F)17=54(F) 9=107(F)15;- 4 14=314(F)16-- F) 22=107(F)
F) 31=107(F) 32=107(F) 33=54(F) 34=-54(F) 35=54(F) 36=54(F) 37=64(P
7x8 MTr20HS=
ame nzamaoM= luau= 7x5= 2x411
5-1-M
LOADiNG(psf)
j SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
125
BCLL
0.0
Rdp Stress Ina
I
NO
BCDL
10.0
Code FBC20171rP12014
LUMBER -
TOP CHORD 2x4 SP M 31 •Except•
T2: 2x4 SP No2
BOT CHORD 2x6 SP M 26
WEBS 2x4 SP No.3'Excepr
WI: 2x4 SP M 31
SLIDER Left 2x4 SP No.3 3-9-15, Right 2x4 SP No.3 3-9-15
Ig
CSL
DEFL in poc) Well L/d
PLATES GRIP
TC 0.96
Vert(LL) 027
9-10 >979 240
MT20 244/190
BC 0.78
Vert(CT) -0.42
9-10 >622 180
MT20HS 1871143
WB 0.81
Horz(C7) 0.12
7 nla nla
Matrix-S
Weight 2861b FT=20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-10-13 oc Purim.
BOT CHORD
Rigid ceiling directly applied or 8-6-8 oc bracing. '
REACTIONS. (size) 1=0.8-0 (min. 0-3-9), 7=0-8-0 (min. 0-2-9)
Max Horz1=84(LC 27)
Max Uplift! =31 01 (LC 8), 7=2489(1-C 9)
Max Grout=8568(LC 1), 7=B211(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - AB forces 250 (lb) or less except when shown.
TOP CHORD 1-2=18817/6821, 2-3=15379/5735, 3-0=12131/4722, 4-5=1212714721,
5-6-14880/5996, 6-7=14765/5905
BOT CHORD 1-14=-6284/17213,13-14=-6284/17213, 13-15=-6284/17213, 12-15=46284/l7213,
12-16=5252/14196, 11-16=5252J14196,11-17=5252I14196,10-17=5252/14196,
10-18=5405/13719, 9-18=5405/13719, 8-9-5356/13488, 7-8=5356113488
WEBS 4-10=360719088, 5-10=371911835, 5-9=1700/3602, 6-9=360/434, 3-10=-4417/1489,
3-12-133014249, 2-12-3477/1186, 2-13=965/3171
NOTES.
1) 2-ply buss to be connected together with 10d (0.131kY) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-7-0 ac.
Bottom chords connected as follows: 2x6 -2 rows staggered at 030 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) Ali loads are considered equally applied to all piles, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof i'we Toads have been considered for this design.
4) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=S.Opsf,, h=1511; Cat. 11: Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 Psi bottom chord live load nonconcurtentwfth any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt=1b)1=37�1
7=2489. \
8) Hanger(s) or other connection deAce(s) shall be provided sufficient to support concentrated load(s)1622 Ib down and 5601b up
16131b down and 539 lb up at 4-54, 1613 lb down and 5181b up at 65-4, 1613 lb down and 540 lb up at 85-4,1613 lb =!tr .d 56(
up at 10-Sd, and 1652 lb down and 714 Ib up at 12-5.4, and 34361b down and 166416 up at 14-4-8 on bottom chord The
design/selection of such connection device(s) is the responsibility of others. �� r
LOAD CASE(S) Standard
:ontinued on page 2
M-gt 1/Z
PE 7QO51 nX
Xv
o�. STATEOOFF
RIO
ci
-LOAD CASE(S)Standard- - - - — -- -
1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate incre s 125
Uniform Loads (plo
Vert 14=54, 4-7=54, 1-7=20
Concentrated Loads (lb)
Vert 9=3436(B)13=1613(B)14=1622(B)15=1613(B)16=1613(B)17=1613(B)18=1652(B)
PE 51 �l
1 D STATE OF i
D:Yk�T�:r=
4x4 =
21 20 19 18 17 16 1s 14 13 12
3x4 =
'o
LOADING(0.0
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Inv NO
Cgde FBC2017/TPI2014
CM.
TC 0.27.
BC - 0.19
NB 0.12
Matrix-S
DEFL in Qoc) Vdefl Ud
Vert(LL) n/a - n/a 999
Vert(CT) We - Na 999
Hom(CT) -0.01 12 Na n/a
PLATES GRIP
MT20 2441190
Weighb1051b FT=2D%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD Structural wood sheathing directly applied or 10-M oc purfins.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ce0ing directly applied or 6-" oc breang.
OTHERS 2x4 SP No.3
-
REACTIONS. Mlbearings2(3fi-0.
Qb)- Max Hoa21=86(LC 10)-
Max Uplift All uplift 1OUlb or less atjoint(s) 17:19.20,15,14.13 except 21=123(LC 8). 12=127(-C 9)
Max Grav All reactions 250 lb or less at joint(s) 17,19.20, 15,14. 13 except 16=W4(LC 1). 21=351(LC 17).
12=351(LC 18)
FORCES. Qb) - Max Compolutax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=114264, 1(1-11=111264
'
WEBS 6-16=26310
NOTES-
1) Unbalanced roof live loads have been considered forth' design.
2) Wind: ASCE.7-10; VuIt=160mph (&second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.0psf; h=15f; Cat 11; Exp C; End., GCpi0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (nomral to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSVfPi 1.
4) All plates are 1x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 2-0-0 oa
6) This lass has been designed for a 10.0 psf bottom chord live bad nonconanent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1DO tb uplift at joint(s)17, 19. 20, 15, 14,13
except at --lb) 21=123,12=127.
8) Non Standard bearing condition. Review required.
LOAD CASE(S) Standard
FN/�/i
? 1 ! PE IL
�-O STATED i
NN
I.�i
Dead Load Deli. = 5l16 in
4x4 =
4Y4 -
lat oa tso 1n tzao zoao 2a.aozzao
M e.ae 1 2oa I B-Be t-0e 1
Plate Offsets MY)-
11:0-1-14,0-0-21 11:0-0-01321,
(6:0-0-0.1-3-21 I6:0-1-14,0-0-2)
8:(3-3-8 0.3-41
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL
in
Poo)
Ildell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.74
Vert(LL)
-027
6-7
>963
240
MT20
2441190
TCDL 7.0
Lumber DOL 125
BC 0.97
Vert(CT)
-0.56
1-8
>460
180
SCLL 0.0
I Rqp Stress Ina YES
WB 0.14
Hom(CT)
0.04
6
rda
Na
BCDL 10.0
Code FBC20171TP12014
Matrix-S
Weight 97 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left 2x6 SP N0.2, Right M SP Not
REACTIONS. (size) 1=0-8-0 (min. 0-13), 6=0-8-0 (min. 0-1.8)
Max Horz1=76(LC ll)
Max Up1ih/=265(1-C 8), 6=265(LC 9)
Max Gmv1=789(LC 116=789(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purfms.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
FORCES. Pb) - Max. Comp./Max. Ten. - All forces 250 0b) a less except when shown.
TOP CHORD 1.2=14281476, 23=1167t363, 3-0=103313W, 4-5=1167f363, 5-6=14281477
BOTCHORD 1-8=43411264, 7-8=-20711033, 6-7=358f1264
WEBS 2-8=3691327, 3.8=1501375, 4-7=1511375, 5-7=3691327
MOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=42W,, SCDL=5.0psf; h=15ft Cat 11; Exp C; Encl., GCpF0.18;
M WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live bads.
))Provide mechanical connection Pry others) of truss to bearing plate capable of withstanding 100 Ib upOR atjoint(s) except "- )1=265,
6=265.
-OAD CASE(S) Standard
Io
1833-a-W
1
4,5 = 4x8 =
2 3
=4=
Dead Load Den. = 3f16 in
Poo In eao i 4 I W 2ia ??
Prate Offsets OC,Yt- 11:0-0-01321
rral-1a 0421 (20-2-12
0-2-4t [3:0-5-0
a2-M
14.0-1-140-0-21
r4:0-M 1-3-21
LOADING(psf)
SPACING- 2b0
CSL
DEFL
in
Qoe)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC
0.98
Ven(LL)
-0.13
4-5
>999
240
MT20 244/190
TOOL 7.0
Lumber DOL 125
BC
0.81
Vert(CT)
-029
4-5
>871
180
BCLL 0.0
Rep Stress Inrr YES
WB
0.12
Horz(CT)
0.04
4
nfa
We
BCDL 10.0
Code FBC2017rrP12014
Matix-S
Weight 91 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Lek 2x6 SP No2, Right- 2*6 SP No2
REACTIONS. (size) 1=0-8-0 (min. 0-1-8),4=0-8.0 (min. 0.1-8)
Max Horz 1=61(LC 11)
Max Uplift1=246(LC 8), 4=246(LC 9)
Max Gmv1=789(LC 1).4=789(LC 1)
FORCES. Qb) - Max. CompJMa Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=1398r437, 2-3=1229/449, 3-0=1397/438
BOT CHORD 1-7=330/1222, 6-7=-325/1229, 5-6=32511229, 4-5=-328I1222
WEBS 24=01290, 3-5=OR90
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid calling directly applied or 10-" 0o bracing.
NOTES-
1) Unbalanced roof live loads have been considered forthis design.
2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=424)sf, BCDL=5.Opsf, h=15ft; Cat 11; Exp C; End., GCpF0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed far a 10.0 psi bottom chord rive load nonconcurrent with any other two loads.
5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift atjoint(s) except at-Ib)1=246,
4=246.
LOAD CASE(S) Standard
NN
^r
PE 7 51
t
�i14a �6 1
STATE QF {
�r
0c1 4V
40
te33-B-LN
HIP
4x4 =
3x8 =
4x4 =
Dead Load Deft. = 1116 in
4x9 \\ 4x8 = 1x4 11 "` — 4xe = 4x.9 //
kN M I 11h 68o I I
Plate Offsets 04Y1—B'0-2$0-1$1
f8'0-0-110-1-1D1
Is'gA-00-1-121
M204-00.1-121113.0-0-110-1-101113.0-2-S0-1$1
LOADING04
SPACING- 2-0-0.
CSI.
DEFL
in
Qoc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC
0.48
Vert(LL)
0.12
11
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 125
BC
0.66
Vert(CT)
-0.17
9-11
>999
180
BCLL 0.0
Rep Stress Ines NO
WB
0.54
Horz(CT)
0.04
8
Na
nha
BCDL 10.0
Code FBC2017/TP12014
MatrixS
Weight 1071b FT= 2D%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2
WEBS 2x4SPNo.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-1-13 oe pudins.
BOT CHORD Rigid celing directly applied or 5-7-13 oc bracing.
REACTIONS. (size) 13=0-&O (min. 0-1-8), 8--0-" (min. 0-1-8)
Max Horzl3=46(LC8)' '
Max UpIi813=534(LC 8). "33(LC 9)
Max Grav 1 3=1 146(LC 1), 8=1146(LC 1)
FORCES. Qb) - Max. CompJMax. Ten. -Al forces 250 Qb) or less except when shown.
TOP CHORD 2-3=18131911, 3-14=16401867, 14-15=1639/867, 4-15=1639/867, 4-16=1640/867,
16-17-1640/a67, 5-17-1640/867, 5$=18131910
BOT CHORD 12-18=1098f2243, 18-19=10982243, 11-19=10982243, 10-11=109812243,
10-20=10982243, 9-20=10982243
WEBS 3-12-5P394, 4.12=713/365, 4-11=01309, 4-9=7121365, 5-9=5/394, 2-13=10251660,
2-12=$81/1414,6-8---10261559,6-9=-681/1414
NOTES-
1) Unbalanced roof live loads have been considered for this design. "
2) Wind: ASCE 7-10; Vuh--160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=S.Opst; h=15$ Cat II; Exp C; End., GCpi=D.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This tons 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 hearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b)13=534,
8=533.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)166 lb down and 246 lb up at 6-0-0. 55
lb down and 107 lb up at 8-0-12, 55 lb down and 107 It, up at 10-0-12, 55 lb, down and 107 lb up at 11-114, and 55 lb down and 107 lb up
at 13-114, and 166 lb down and 246lb up at 16-0-0 on top chord, and 84lb down at 6-M, 41 lb down at 8-0-12, 41 lb down at 10-0-12,
41 lb down at 11-114, and 41 It, down at 13-114, and 84 lb down at 15-114 on bottom chord. The designlselection of such connection
device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, bads applied to the face of the toss are noted as front (F) or back (B}
LOAD CASE(S) Standard
1) Dead L seas 125, Plate Increase=125 .
Vert Uniform Loads1poo`�`_\/(li
Concentrated Loads Qb) W� ``�I♦� .r
Vert
e 2 B'19(B) 5=119(B) 10=27(B)12--49(B) 9=49(B)14-55(B)15=55(B)16=55(B)17=55(B)18-27(B)19=27Q3� �' PE 7 51 ♦i
I X, L I
-O%STATE OFF
t833-6-LN
I
P?M-
Plate Offsets Ct Y} f20-a8
0-1-121 f5 0-1-101-BFit [5:0-0-0
0-1-12]
-
LOADING(psf)
SPACING- 2-0-0
est.
DEFL
in
(loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.53
Vert(U)
-0.07
4-5
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 125
BC 0.35
Vert(CT)
-0.10
4-5
>796
180
BCLL 0.0
Rgp Stress Ina NO
WB 0.08
Horz(CT)
-0.03
3
rda
rda
BCDL 10.0
Code FBC2017/rPi2014
Matt&-P
Weight 26lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4-Mechanical, 5-0-11-5 (min.0-1-8)
Max Horz5=123(LC 4)'
Max Uprr t3=125(LC 4), 5=166(LC 20)
Max Grav3=141(LC 1), 4-99(LC 3), 5=254(LC 1)
FORCES. Ob)- Max Comp./Max. Ten. -All fames 250 Ob) or less except where shown.
WEBS 25=263l275
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.OpsF, h-15ft; CaL 11; Exp C; End., GCpi--0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconanrent with any other live loads.
3) Refer to girder(s) for buss to thus connections
4) Provide mechanics[ connection (by others) of thus to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=125,
5=166.
5) Hanger(s) or otherconnedion device(s).shall be provided sufficient to supportwncentrated lwd(s) 30 lb down and 110 lb up at 2-11-0, 30
Ib down and 110 Ib up at 2-11-0, and 261b down and 521b up at 5-8-15, and 26lb down and 52lb up at 5-8-15 on top chord, and 71 Ib up
at 2-11-0, 71 Ib up at 2-11-0, and 5 fb down end 2lb up at 5-8-15, and 5lb down and 2 Ib up at 5-8-15 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the tr= are noted as front IF) or back (3).
LOAD CASE(S) Standard
1) Dead + Roof live (talanr&): Lumber Increase=125, Plate Increase=125
Uniform Loads (plf)
Vert "=54, 1-0=20
Concentrated Loads Ob)
Vert 6=72(F=36, B=36) 8=94(F=47, B=47)
\ .r
( PE 51 r
o �.p STATE OF i
RIB%�����
1-9-14 7-5-15 - - - 11-2-4- - -
1-9-14 _ -- _—5.8-1.- _ _ — - 34.5
34 11 3x4 =
1-9-14 7515 11-2-4
t-�14 I sat I a_a_s
Plate Offsets KY)-
MO-GAG-1-121, iB:0-1-61 7-10),
r8:0-0-0
0-1421
- -
LOADING(pst)
SPACING- 24)-0
CSL
DEFL
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.48
Vert(LL)
-0.03
6-7
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 125
BC 0.53
Vert(CT)
-0.06
6-7
>999
180
'
BCLL 0.0
Rep Stress Incr NO
WB 0.16
Hort(CT)
-0.04
4
We
rda
BCDL 10.0
Cdde FBC2017/TP12014
MafizS
Weight 43 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
REACTIONS. (size) 4=MechanicM, S=G-115 (min. 0-1-0), 6=MedtaniW
Max Horc8=164(LC 20)
Max Upldt4=79(LC 4), 8=200(LC 41 6=147(LC 4)
Max Gmv4=99(LC 1). 8=370(LC 1), 6=289(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or ID M oc bracing.
FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=3621152, 2-9=4141186, 9-to�418t195, 3-10=3751i87
BOT CHORD 1-8--1451365. 8-12-25W365,12-13-2551365, 7-13=255/365, 7-14=2551365,
6-14=255W!i
WEBS 2-8=2791227, 3-6=4321302
NOTES-
1) Wind: ASCE7-110; Vuk--160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opst h=15% Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope): Lumber DOL=1.60 plate grip DOL=1.60
3) This R thas russ
� fined for a 10.0 psf bottom chord live load nonconwment with any other five loads.
g' er(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of wilhslanding 100 to uplift at joint(s) 4 except (r1b) 8=200.
6=147.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 to down and 110 lb up at 2-11-0, 30
lb down and 110 to up at 2.11-0, 26 to down and 52 m up at 5-8-15. 26 lb down and 52 to up at 5575, and 58 lb down and 107lb up at
8-0-14, and 58lb down and 107 to up at 8-6-14 on top chord, and 71 lb up at 2-11-0, 71 lb up at 2-11-0, 5 lb down and 2 lb up at 5815,
5lb dawn and 2 lb up at 541.15, and 26 lb down at B-814, and 26 lb down at B-6-14 on bottom chord. The desigrdselection of such
connection device(s) is the responsibility of others.
5) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead a Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125
Uniform Loads (off)
Vert 1-4 ,54.15=-20/
Concentrated Loads 36 ) (F—M, B�3) 12--KF=47. B=47)14=-37(F>19. B=19) _ _B_L ////
Vert 9=72 F-, 8=36 11=65 _
%NN
xGEN
f� PE
STATE ofZZ
11 46
93
4x4 =
B 7 6
txd II 1x4 ;I U4 II
LOADING(psf)
SPACING-
2-0-0
CSI.
OFfL in
Qoc) UdellLld
PLATER GRIP
TCLL 20.0
Plate Grip DOL
125
TC 0.28
Ver4l.L) We
- n/a 999
MT20 2441190
TCDL 7.0
Lumber DOL
125
BC 0.18
VergCT) nla
- n1a 999
BCLL 0.0
Rep Stress Ina
NO
WB 0.05
Horz(CT) -0.00
6 We We
BCDL 10.0
Code FBC2017TTPI2014
MatrixS
Weight:40 Ib FT = 20°k
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD
Structural wood sheathing directly applied or 10 0-0 oc pudins.
BOT CHORD 2x4 SP No2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (sae) 7=8-8-0 (min. 04-8), 8=&" (min. 0-1-8� 6=8-" (min. 0-1-0)
Max HomS8 41Q-C 8)
Max Uplitt7=19(LC 8),5=160(LC 8), 6=161(tC 9)
Max Grav7=226(LC I 8=348(LC 17), 6=348(LC 18)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=92282, 4-5=91R82
NOTES
1) Unbalanced roof live loads have been considered forthis design.
2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=42psF, BCDL=5.0psf, h=15$ Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nonrol to the face), see Standard Industry Gable
End Details as applicable, or comic qualfied buWmg designer as par ANSUTPI 1.
4) Gable studs spaced at 240-0 a
5) This truss has been designed fora 10.0 psf bottom chord live load nonconwrent with any other five loads.
6) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 100 lb uplift at icings) 7 except Qr-ib) 8=160.
6=161.
7) Non Standard bearing condition. Review required.
LOAD CASE(S) Standard
XCENS
ter; PE7f051n.
O \. STATE OF ;
J , Ar
0
4x4 =
5 00 12 2
2x4 II 2x4 II
LOADING(psf)
SPACING-
2-0-0
CS"
DEFL
in
poc)
Vdefl
Ud
PLATES GRIP ,
TCLL 20.0
Plate Grip DOL
125
TC 020
Ven(LL)
-0.01
5
>999
240
MT2f1 244/190
TCDL 7.0
Lumber DOL
125
BC 0.15
I
Ven(CT) .
-0.03
5
>999
180
BCLL 0.0
Rep Stress Ina
YES
WB 0.03
Horz(CT)
0.00
4
We
rda
BCDL 10.0
Cade FBC2017f P12014
Matrix-R
Weight 24 lb FT=20%
LUMBER- BRACINGL
TOP CHORD 2x4 SP No2 TOP CHORD
SOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3 _ BOT CHORD
REACTIONs. (size) 6=0-80 (min. 0-1-8), 4=0-8-0 (min. 0-1-8)
Max Horz6=22(LC 11)
Max Uplu86=-09(LC 8),4=69(LC 9)
Max Grav6=211(LC 1), 4 211(LC 1)
FORCES (lb)- Max. CompJMaz Ten.- All forces 250 (Ib) or less except when shown.
Structural wood sheathing directly applied or 6-0-0 oc purtins, except
end verticals.
Rigid ceiiing directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof We loads have been considered for this design.
2) Wind; ASCE 7-10; Vul1=160mph (3- nd gust) Vasd=124mph; TCDL=424isf, BCDL=5.0psf; h=1511: Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip D0L=1.60 ' -
3) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurent with any other five loads.
4) Pmvidemec aniral connection (by others) of truss to bearing plate capable of withstanding 10O lb uplift atjomt(s) 6, 4.
LOAD CASE(S) Standard
q3
ha14BLN
1-0-0 2-0-0
' 19 I 1410�
Plate Offsets (XY)— 12:D
G-12.0-1.12],12:0-1-11,1-2A,
(5:0-0-0,0-1-12]
LOADING(psf)
SPACING- 243-0
CSI.
DFFL
in
Qoc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.07
Vert(LL)
0.00
5
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 125
BC 0.06
Vert(CT)
0.00
5
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.02
Ho2(CT)
-0.00
3
nia
n/a
BCDL 10.0
Cdde FBC2017lfP12014
Matrixo-P
Weight 7lb FT=2096
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2c4 SP No2
WEBS 2x4 SP No.3
REACTIONS. (size) 3=1viechanical, 4--Mechanical. 5=0.&0 (min. 0-1-8)
Max Hoa5=43(LC8) '
Max Upfdl3=34(LC 1), 4=-43(LC 1). 6=-66(LC 8)
Max Gmv4--5(LC 8), 5=223(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shaven.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-0-0 no pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing.
NOTES-
1) Wind: ASCE 7-1tr, Vint=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; tr=15t CaL 11; Exp C; End., GCpi-0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other We loads.
3) Refer to"girder(s) for boos to truss connections
4) Pmvxte mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoird(s) 3, 4, 5.
LOAD CASE(S) Standard
1P,jj$LN
1{ 0 4-0-0
I 1-0-0 I 3-o-0 i
Plate Offsets (KY)—
f2:0-0-12.0-1-12L 15:0-1-81-2-01
[5.U-0-0.0-1-121
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in
(loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.09
Vert(LL)
-0.00
4-5
>999
240
M720 244/190
TCDL 7.0
Lumber DOL 125
BC 0.07
Vart(CT)
-0.00
4-5
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.03
Horz(CT)
-0.00
3
Na
nda
SCDL 10.0
Code FBC2017/TP12014
Matra-P
Weight 13 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
REACTIONS. (sae) 3--Mechanical, 4--Mechanical, 5=0-8-0 (min. 0-1-0)
Max HomS=83(LC 8)
Max UpIi83=59(LC 8), 5=-66(LC 8)
Max Gmv3=54(LC 1), 4=40(LC 3), 5=220(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlms.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc tracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psf; h=151k Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This Win has been designed for a 10.0 psf bottom chord live load nonconcument with any other five toads.
3) Referto girders) for buss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing prate capable of withstanding 100 lb uplift atjoint(s) 3, 5.
LOAD CASE(S) Standard
( PE 7�051 f15
JL L
• STATEO
i J
cif j;;, &1O i�`�NCo\\\\\
12
,-0-0 643-0
s-o.a
Plate Offsets (X,Y)-. (2:0-0-12,0-1-121,
r5:0-1-0.1-2-01,
t5.4041,0-1-121
LOADING(pst)
SPACING- 2-0-0
CSL
DEFL
in
poc)
'Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 026
Vert(LL)
-0.02
4-5
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 125
BC 020
Vert(CT)
-0.04
4-5
>999
180
BCLL ' 0.0
Rep Stress Ina YES
Wit 0.06
Horz(CT)
-0.02
3
n1a
We
BCOL 10.0
Cbde FSC2017/TPI2014
Matrix-P
Weight 19 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
REACTIONS. (sae) 3=Mechanical, 4=Mechanical, 5=0-8-0 (mm. 0-1-8)
Max Horz5=124(LC 8)-
Max Upl'dt3=104(LC 8), 5-85(LC 8)
Max Grav3=109(LC 1), 4=81(LC 4 5=283(LC 1)
FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins
BOT CHORD Rigid ceiling clitrectly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3•second gust) Vasd=124mph; TCDL=42psF, BCDL=S.OpsF h=151t; Cat II; Fxp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom crow live load noncancu ent with any other five loads.
3) Referto giider(s) for truss to buss oonnections.
4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at jomt(s) 5 except OH- b) 3=104.
LOAD CASE(SyStandard
183&2-LN
i
Mn
t a 0 7-
1 ].n.0 (
Dead Load Dell. =118 in
Plate Offsets (X.YI-
MO-G-12.D-1-126 fS:D-1-0,1-2-01.15:0-0-0,0-1-121
LOADING(psf)
SPACING- 24)-0
CSL
DEFL
in
(loc)
gdefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.61
Vert(LL)
0.10
45
>766
240
MT20 2441190
TCDL 7.0
Lumber DOL 125
BC 0.47
Vert(CT)
-0.18
45
>444
180
BCLL 0.0
Rep Stress Ina YES
WB 0.09
Horz(CT)
-0.06
3
rda
n/a
BCDL 10.0
Cdde FBC2017l1PI2014
Matrix-P
Weight 25 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
REACTIONS. (she) 3=Mechanical, 4=Merhar iml, 5=0-8-0 (min. 0-1.6)
Max Horz5=165(LC 8)
Max UpIM--147(LC 8), 5=106(LC 8)
Max Grav3=161(LC 1), 4-120(LC 3), 5=353(LC 1)
FORCES. (lb) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown.
WEBS 2-5=31913(10
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims.
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42pst SCDL=S.OpsF h--151t; Cat. II; Exp C; End., GCpi--0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom dnord five load noncon current with any other five loads.
3) Refertd girder(s) for truss to truss connections.
4) Provide mechanical connection (by othels) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except gb4b) 3=147,
5=106.
LOAD CASE(S) Standard
STATE OF
\`N nn
�I
1L33.adN
1
40 =
2
4
3x4 3 1x4 II 3x4
LOADING(psf)
SPACING
2-0-0
CSI.
DEFL
in (loej
Vddi
LId
TCLL
2D.0
Plate Grip DOL
115
TC
0.57
Vert(U)
nfa -
We
999
TCDL
7.0
Lumber DOL
125
BC
0.45
Vert(Cf)
n/a -
We
999
BCLL
0.0
Rep Stress Ina
YES
WB
0.06
Horz(CT)
0.00 3
nla
n/a
BCDL
10.0
1 Code FBC2017/rPI2014
MatrixS
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
OTHERS 24 SP No.3
PLATES GRIP
MT20 2441190
Weight•38 lb FT=2D%
BRACING-
TOP CHORD Structural wood sheathing directly applied or 641-D oc puriins.
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=12-M (min. 0-1-6) 3=12-0-0 (min. 0-1-8),4-12-0-0 (min. 0-1-8)
Max Horz1=40(LC 10)
Max Uplifi1=78(LC 810=-85(LC 9), 4=115(LC 8)
Max Gmv1=175(LC 17), 3=175(LC 1814=439(LC 1)
FORCES. (11) - Max. CompJMax Ten; - All forces 250 Qb) or less except when shown.
WEBS 2-4=288H59
NOTES-
1) Unbalanced roof rive loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=1.2pst BCDL=5.0pst; h=15% Cat 11; Exp C; End., GCpF9.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 pat bottom chord live bad nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upI'dt atjoint(s)1, 3 except (lt--Ib) 4115.
LOAD CASE(S) Standard
PE7 51
�6 1
STATE OF
mks`
ZONAL9-0
1833-9-LN
414 =
3
6 7 6
3x4 IM 11 U41f 1x411 3x4-�
16.0-0
LOADING(psf)
SPACING- 2-"
CSI.
DEFL
in Poe)
Ildetl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.27
Vert(LL)
We -
rda
999
MT20 244/190
TCDL 7.0
Lumber DOL 125
BC 0.18
Ved(CT)
We -
n!a
999
BCLL 0.0
Rep Stress lncr YES
NB 0.06
Horz(CT)
0.00 5
We
n1a
BCDL 10.0
Cotle FBC2017rrP12014
MatrixS
Weight 55 lb FT= 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP NO3 TOP CHORD Structural wood sheathing d'uedly applied or 6-0-0 oc puriins.
BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 16-0-0.
Ob)- Max Homl=55(1-C 11)
Max Uplift All uplift 100-lb or less atjoint(s)1, 5.7 except 8=175(LC 8), 6=175(LC 9)
Max Gray All reactions 250 lb or less atjoint(s)1, 5 except 7=262(LC 1), 8=318(LC 17), 6=318(LC 1 B)
FORCES. Ob)- Max. CompJMax. Ten. - A i forces 250 Ob) w less except when shovm.
NOTES
1) Unbalanced roof live loads have been considered forthis design.
2) Wmd: ASCE 7-1q Vult=160mph (3-second gust) Vesd=124mph; TCDL=42psf; BCDL=5.0pst h=15$ Cat II; ExpC; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This toss has been designed for a 10.0 psf bottom chord live load rroncanarrrentwith any other We loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb up0ft atjoint(s)1. 5.7 except at -lb)
8=175,6=175.
LOAD CASE(S) Standard
1333b 1-N
3M 4
9-10-0
5.00 12
1.411
414 =
Sx4=
6
1x4 II
3M
Plate Offsets CXY) - 17:0-2-0,0-3-01
LOADING(Psf)
SPACING- 24)-0
CSI.
DEFL in (toe) Udell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.47
Ven(LL) n/a - n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 125
BC 0.34
Vert(CT) n/a - n/a 999
BCLL 0.0
Rep Stress Ina YES
WB 0.08
Hwz(CT) 0.00 5 n/a n/a
BCDL 10.0
Cdde FBC2017/TPI2014
MabixS
Weight 69lb FT=20%
LUMBER-
TOF CHORD 2x4 SP No.3
SOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All hearings 19-8-0
BRACING -
TOP CHORD Structural wood sheathing directly applied or 64)-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _
(lb)- Max HoaI=-69(LC9)
Max Uplift All uplift 1001b or less atjoird(s)1, 5 except 8=225(LG 8), 6=225(LC 9)
Max Grav All reactions 250 lb or less atjoint(s)1, 5.7 except 8=416(LC 17), 6--416(LC.18)
FORCES. fib) - Max CompJMax Ten. -All forces 250 ((b) or less except when shown.
WEBS 248=299267,4-6=-299)266
40TES-
1) Unbalanced roof live loads have been considered for this design
2) Wmd: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0ps$ h=15$ Cat 11; Exp C; End., GCpF0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
1) This truss has been designed for a 10.0 psf bottom chord We load nonconcunent with any otter live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)otnt(s)1, 5 except (Itdb) 8=225,
6=225.
-OAD CASE(5) Standard
f � PE 75051 ri�
01. srnre of ;
4q
!63343-LN Iva 1VOILEY 1+ 1 1
2
3
2x4 4 2r4 II
LOADING(psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 24)-0
Plate Grip DOL 125
Lumber DOL 125
Rep Stress Inv YES
Code FBC2017rrP12014
C51.
TC 0.11
Be 0.08
WS 0.00
Matrix-P
DEFL In Qoc) UdefI L/d
Vert(LL) rda - We 999
Vert(CT) nla - n!a 999
Horz(CT) 0.00 We nPa
PLATES GRIP
MT20 2441190
Weight 9lb FT= 20%
LUMBER-
BRACING•
TOP CHORD 2x4 SP No.3
TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc pudins, except
SOT CHORD 2x4 SP No.3
and verticals.
WEBS 2x4 SP No.3
SOT CHORD Rigid cerTing-directlyapplied or 10-0-0 oc bracing.
REACTIONS. (size) 1=&" (min. 6.1.8), 3=3-0-0 (min. 0-1-8)
Max Horz 1=44(LC 8)
Max Uprd 11 24(LC 9),3=-42(LC 8)
Max Gmv1=79(LC 1} 3=79(LC 1)
FORCES. Qb) - Max Comp./Max. Ten. -AD forces 250 Qb) or less except when shown.
NOTES.
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42W,, BCDL-5.0ps ,, h=15% Cet II; Exp C; End., GCpr--0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nommricurrem with
any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)1, 3.
LOAD CASES) Standard
\\��\\\11 MI B�''/���/
.r
r ! PE 76051
STATE o
`I,'h
1833-8.LN
aw a
3.0a 12
3x4 =
2a4 a
Plate Offsets MYt— f2:0-2-0,Edgel
LOADING(psf)
SPACING- 2-M
CST.
DEFL. in (bc) Udefl Ud
PLATES 'GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.04
Vert(L-) n/a - n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 125
BC 0.13
Vert(CT) nla - We 999
BCLL 0.0
Rep Stress Ina YES
WS 0.DO
Hoa(CT) 0.00 3 Na n/a
BCDL 10.0
Cdde BC2017RPt2014
Matra-P
Weight 10lb FT=20Y
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (size) 1=4-0-0 (min. 0-1-8), 3=4-M (min. 0-1-8)
Max Hoa 1=10(LC 9)
Max Uplift1=33(LC S), G=33(LC 9)
Max Grew 1=94(LC 1), 3-94(LC 1)
FOkCES. Ob) - Max. CompJMax Ten. - All forces 250 Pb) or less except when shown.
BRACING -
TOP CHORD Struchnal wood sheathing directly applied or 4-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof We loads have been considered for this design. -
2) Wind. ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42pst, BCDL=S.OpsF, h=15f ; CaL II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plat grip DOL=1.60
3) Gable requires continuous bottom chard bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other five loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 3.
LOAD CASE(S) Standard
♦ .r
r ! PE 7fiO51 fl1
fbi4s wry,
2x4 c 2x4 1!
LOADING(psf)
SPACING-
24)-0
CSI.
DEFL.
in Qoc)
Well
Lid
TCLL 20.0
Plate Grip DOL
125
TC 0.45
Vert(LL)
We -
nfa
999
TCDL 7.0
Lumber DOL
125
BC 0.35
Vert(CT)
We -
Na
999
BCLL 0.0
Rep Stress Ina
YES
WB 0:00
Horz(CT)
0.00
n/a
nla
BCDL 10.0
Code FBC2017/rP12014
Mabba-P
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 1=5-0-0 (min. 0-1-8), 3=5-0-0 (min. 0-1-8)
Max HomI=85(LC 8)
Max Uprdtl=46(LC 8), 0=62(LC 8)
Max Gravl=153(LC 1). 3=153(LC 1)
FORCES. pb)- Max. CompAlax Ten. - All forces 250 Qb) or less except when shown.
2
3
PLATES GRIP
MT20 244/190
Weight 17 lb FT=20%
BRACING
TOP CHORD Structural wood sheathing directly applied or S-M oc puriins, except
end verticals.
BOT CHORD Rigid calling directly applied or 100-0 oc bracing.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=S.Bpsf; h=15% Cat II; Exp C; End., GCpk0A8;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live toad nonconcunerd with arry otter five IWds.
4) Provide mechanical connection. (by otters) of truss to bearing plate capable of withstanding 100 m uplift atjoint(s)1, 3.
LOAD CASE(S) Standard
\llllllfl/��
JcENgF.
PE 7 5'I X6 1
STATE OF 4r/�\
B'�-Zx;l
f
5
4
20
U4 11
2x4 !I
LOADING(psf)
SPACING-
2.0-0
1St.
DEFL in
Qoc) Ildell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TC 0.22
Vert(LL) We
- Na 999
MT20 244/190
TCDL 7.0
Lumber DOL
125
BC 0.16
Vert(CT) n/a
- We 999
BCLL 0.0
Rep Stress I=
YES
WS 0.06
Horz(CT) 0.00
n/a n/a
BCDL 10.0
Code FBC2017frP12014
Matrix-P
Weight 26 lb FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puriins, except
SOT CHORD 2x4 SP No.3
end verficals.
WEBS 2x4 SP No.3
SOT CHORD
Rigid offing directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1-74)0 (min. 0-1-13), 4=7-0-0 (min. 0-1-8),5=7-0-0 (nim. 0.1.8)
Max Horz1=126(LC 8)
Max Uplift4=52(LC B� 5=152(LC 8)
Max Gmv1=70(LC 1), 4--98(LC 1), 5=285(LC 1)
FORCES. Qb) - Max CompJMax Ten. -All forces 250 (Ib) or lass except when shown.
NOTES-
1) Wind: ASCE 7-10; Vu"- 60mph (3-second gust) Vasil=124mph; TCDL=42psf, BCDL=5.0psf, h=15ft; Cat I I; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads
4) Provide mechanical connection (by others) of truss to bearing plate capable of vAdistanding 100 lb uplift atjoud(s) 4 except at -lb) 5=152
LOAD CASE(S) Standard
ez
0
4x4 =
2
4
2x4 0 1x4 II 2A
LOADING(psf) 'SPACING- 2a-0 CSL
TCLL 20.0 Plate Grip DOL 125 TC 028
TCDL 7.0 Lumber DOL 125 SC 0.18
BCLL 0.0 Rep Stress Ina YES WB 0.03
BCDL 10.0 Code FBC2017/TPI2014 Matrix-P
LUMBER.
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
OTHERS 20 SP No.3
REACTIONS. (size) 1=8-0-0 (min. 0-1-813=8-0.0 (min. 0-1-8),4=8-M (min. 0-1-8)
Max Horz1=25(LC 8)
Max Upifft!=58(I-C 8), 8=-62(LC 9), 4=52(LC 6)
Max Grav1=118(LC 1). 3=118(LC 1), 4=248(LC 1)
FORCES. Qb) - Max. CompJMax Ten. -Ali forces 250 Qb) or less except when shown
DEFL.. in Qoc)
Vert(LL) We -
Hoi(CT) 0.00 3
Wall L/d PLATES GRIP
n/a 999 MT20 244/190
We 999
nla rda
Weight 24lb FT=20%
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-M oc purrins.
BOT CHORD Rigid ceTng directly applied or 10-" oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph, TCDL=42psF, BCDL=S.Opsf, h=15% Cat II; Exp C; End., GCpi=O.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 per bottom chord live load nonc rrent with arty other rive loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstandmg 100 lb uplift atjoint(s)1, 3, 4.
LOAD CASE(S) Standard
u
:smYi N
9-0-0
_--_ - - -9-0-0
5 4
2x4 `' 1x4 Il 2x4 II
LOADING(psf)
SPACING•
CS'.
DEFL in Qac) Ildefl Ud
PLATES GRIP
TCLL 20.0
Plale Grip DOL - 1.25
TC 0.38
Vert(LL) We - n/a 999
MT20 244/190 -
TCCL 7.0
Lumber DOL 1.25
BC 0.28
Vert(CT) No - n1a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.07
Horz(CT) 0.00 n/a We
BCDL 10.0
Code FBC2017/TPI2014
MatrbcS
Weight 34 b FT = 20%
LUMBER- BRACING
TOP CHORD 2x4 SP No.3 TOP CHORD
SOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (sae) 1=940-0 (min. 0-1-8), 4-9-0-0, (min. 0-1.8), 5=9-0-0 (min. 0-1-8)
Max Horz1=167(LC 8) • .
Max Upl'd4=-55(LC 8), 5=201(LC 8)
Max Gw1=122(LC 1), 4=103(LC 1). 5=376(LC 1)
FORCES. (lb) - Max. CcmpJMax Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-5=2751252
Structural wood sheathing directly applied or 6-0-0 oe pudins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 0o bracing.
NOTES-
1) Wind ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf, h=15fg Cat 11; Exp C; End., GCpi=0.18;
MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This buss has been designed for a 10.0 psf bottom chord this, bad nonconcument with any other live loads.
a) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 5=201.
LOAD CASE(S) Standard