HomeMy WebLinkAboutTRUSS PAPERWORKi
TRUSS COMPANIES, INC.
SCANNEDSOUTHERN
SOUTHERN
RANDYCSOUrHERNTRUSS.COM
BY / FORT PIERCE, FL. 34951
T R U S S
2590 N. KINGS HIGHWAY
St. Lucie COUfltjd . (800) 232-0509 / (772) 464-4160
/ (772) 318-0016 Fax:
COMPANIES
Project Name and Address: Oakland
Lakes Occupancy: X Single -Family
Lot: 4:76 Block:
County: Saint Lucie
Multi -Family
Truss Company: Southern Truss Companies, Inc..
Commercial
Truss Engineering Pronram: Mitek Engineering � � p—E
Plates By: Mitek Plates
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Contractor / Builder. Ryan Homes
Model: 2195
Elevation: A Options:
STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance
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.
Top chord live load. 40 P.S.F.
Design criteria: ASCE 7-10: 160 MPH Top chord dead load:_7_P.S.F.
Top chord dead load:_Lo__P.S.F.
Engineer. Brian M. Bleakly
Bottom chord live load: * P.S.F.
Bottom chord live load:_0_P.S.F.
Address: 2590 N. Kings Highway
Bottom chord dead load_0 _P.SF.
Bottom chord dead load: 5 P.S.F.
Fort Pierce, FL. 34951
Duration factor. 1.25
Duration factor. I.00
Mean height 2T
Exposure: C
*10.0 P.S.F. bottom chord live load nonconciurent with any other live loads.
This is an index sheet submitted in accordance with the Department of Professional Engineering.
Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me.
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
No.
Truss ID.
1
Al
21
FGC
41
78
61
81
96
2
AIA
22
FGD
42
J81
62
82
97
3
A2
23
FGE
43
MV2
63
83
98
4
A2A
24
FGF
44
Mv4
64
84
99
5
A3
25
FL1
45
65
85
100
6
A3A
26
FL2
46
66
86
101
7
A4
27
FL3
47
1
67
87
102
8
A5G
28
FUE
48
68
88
103
9
A6
29
1 FL4
49
69
89
104
10
A7G
30
FL4E
50
70
90
105
11
BIG
31
FL5
51
71
91
106
12
B2G
32
FL6
52
72
92
107
13
CJ36
33
FL7
53
73
93
108
14
C74
34
HV10
54
74
94
109
15
C16
35
HV6
55
1
75
95
110
16 C78 36 Hv8
56 76
17 El 37 J2
57 77
18 E2G 38 J36
58 78
19 FGA 39 I4
59 79
20 FGB 40 16 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.
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Name: Brian M. Bleakly Lie. #76051'
I
TYPICAL DETAIL @ CORNER - HIP
~ NOTE NDS=National Design Specifictions AVOWABLE REACTION PER JOINT
for Wood Construction.
132.51 per Nail (D.O.LFactor=1.00) TO zss¢ ` Z—t6a NaLs ttEp'D.
nds toe nails only have 0.83 of UP TO 394e = 3-16d NAILS REO'D.
'lateral Resistance Value.
.. ,. 1 12 to 40 SOA
CORNER JACK GIRDER
use 2-16d
toe non
TC L BC.
Typical jack 45' N
attachment --- 16c 3-1R
toe noel B
TYPICAL CORNER LAYOUT & �-16d
Typical Hip —jack'
attachment
CHORD
HANGERS
FASTENER
GIRDER
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TC
— — — — — — —
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-- ---
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TC
— — — — — — —
2-16d
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— — — — —
BC
— — — — —— —
2-16dnails
-----
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TC
— — — — — — —
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— — — — — — —
2-16d
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— — — —
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— — — — — — —
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— — —=
—11MMUM GRADE OF WMBER LOADING (PSFI _SM 1NC ooz
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a i73C2017
B.C.T.C2X4
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SOUTHERN
TRUSS
' Fort Pierce Division
ort N. Ki,9FL Highway.
COMPANIES
(B00)232-0509 (772)4.64--4160
r ✓i...
Fax(772)31B-0015
Bn"Sn M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
u
TYPICAL DETAIL @ CORNER - HIP
NOTE NDS=National Design Specfictions
for Wood Construction.
132.5# per Nail (D.6.1-Factor--1.25)
nds toe nails only have 033 of
lateral Resistance Value.
12
1OOR o
CORNER JACK GIRDER
ALLOWABLE REACTION PER JOINT
0 UP TO 265f — 2-16d NAILS REQ'D.
08 UP TO 394f — 3-16d NAILS REQ'D.
use 2-16d
toe nail a
TC do BC.
Typical jack 45'
attachment
a
TYPICAL CORNER LAYOUT
u
CO=O=I:
nd7 O
Typical Hip -jock'
attachment
CHORD
HANGERS
FASTEN ER
GIRDER
JACK
J1-J3 TO HIP JACK GIRDER
•
TC
-- -- - --
2-16dnails
-----
BC
- - -- - --
2-16dnails
-----
J5 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d nails
- - - - -
BC
- - -- - --
2-16dnails
---- -
TC
- - -- - --
3-16dnails
-----
BC
- - -- - --
2-16dnails
- - - --
HIP JACK GIRDER (CJ5) TO HIP GIRDER
3-16d nails
- - - - -
BC
---- ---
2-16dnails
- ---
IIMUM GRADE OF LUMBER
TX- 2a4 P 12
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SOUTHERN
Fort Pierce Division
TRUSS TRUSS 2590 N.t P! Ming
i 9R I hwa1,
COMPANIES (800)232-0509 (772)464-4160
��... Fox.(772)316-0016
Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
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SCAB -BRACE -DETAIL ► ST - SCAB -BRACE
Note: Scab -Bracing to be used when continuous
bdual bracing at midpoint (or T-Brace) is
Impractical.
Scab must wverfull length ofweb+AS"-
"" THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS —
REQUIREDATIM-POINTS OR FBRACE ISSPEDIFMD:
APPLY 2x SCAB TO ONE FACE OF WEB WITH '
2 ROWS OF 1Dd' (3" X (3.131') 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 =-12'-0"
SCAB BRACE 2X4 MINIMUM WEB -SIZE -
MINIMUM WEB GRADE OF113
Na7s� / SecSon Dew
®z Scab -Brace
Web
Scab -Brace must be same species grade (or better) as web member.
L-BRACE DETAIL
Nailing Pattem .
L-Brace sae
Nal So e .
Nast Spat ng
1x4orfi
I 10d
S=o.c,
2X4, 6, or 8
16d
8" mr-
Note: Nail along entire length of L-Brace. ;
(On Two-PVr Nail to Both PLes). .-
EM11,
1
Web
Note: L-Bracing to be used when continuous
lateral bracing is impractical. L-brace
Trust cciver ga%of web length
L-Brace must be same species grade (or better) as web member..
L-Brace Size
for One -Ply Trims
Specified Continuous
Rows of Lateral Bracing
Web S ze
1
2
2C3 or2X4
ix4
2x6
1xs
^�
2ffi
2XS
«»
— DMEUr SUBSTn LMON MarAPLCAELE,
L-Brace Sae
forTwo-PlyTruss
Specified Continuous
Rows of Lateral Bracing
1
2
4
[!br"2
2X42XBX8
2xB
.»
—DUMUT SUBSTiM ON NVrAPLrnABrE
T-BRACE / ]-BRACE DETAIL
Note: T-Bracing / (-Bracing to be used when continuous lateral bracing
is impractical. T-Brace / I -Brace must rover 90% otweb length
Note: This detail NOT to be used to aMl ertT-Brace / I -Brace
webs to continuous lateral braced webs.
Nailing Pattern
T-Brace s¢e
Nal[S•or
Nap Spacing
1x4or1x8
lod
8'or-
2x4 or 2x8 or 2x8
16d
B' o.c.
Note: Nap along entire length nf:T-Brace l 1-Brave.
(On Two-PVs Nap to Both Peas) .
altemate position
WEB
r „
r Ott
r
3
.i
i� it• :i
ri
r ;
Neils Sectkn Dew
T-Brace
� web
altemats position
Nabs
Web I -Brace
tdaik
_ Brace Sim
for One -Ply Tmss
Specified Continuous
Rows of Lateral Bracing
WebS'¢e" 1 2-
2x3ur2x4 1x4 (')T--Brace 1x4 r) I -Bra
2x8 1x6 O T-BraceM I -Brace
/ 2xa 2x8 T-Brace 12a1-Brace
J Na➢s
Brace See
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
-+ L/ SPACING - Web Size 1 2
2x3or2x4 2x4T-Brace 2x4l-Brace
2x8 - I 2x8 T-Brace 2x6 I -Brace
�r M 12a T-Brace �e o
T-BRACE
T-Brace / !-Brace must be same species and grade (or better) as web member.
(q NOTE If SP webs are used in the truss,U4 or US SP braces must be stress
rated boards with design values that are equal to (or better) the truss web
design values
For SP truss lumber grades up to #2with DL bracing matelot, use IND 45 forT-B
For SP truss lumber grades up to #1 with DL bracing material, use IND 55 forT-Bracell Brace
She-1:53.7
414 =
5.00 12
6
1
(a
4%S \\ 1x4 II 5x8 = im II Us !/
ta4
fAe 4511 Latta 2Y65 ]0.Ba yy4
lioai 1 a¢-n � 7d4
LOADING (Pst)
SPACING- 2-0-0
CSI.
DEFL. in
Qoc) Udell Ud
PLATES GRIP '
TOLL 20.0
Plate Grip DOL 1.25
TO 0.84
Vert(LL) -0.14
13-14 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -0.3213-14
>999 180
BCLL 0.0
Rep Stress Inor YES
WB 0.42
Horz(CT) 0.08
12 are Na
BCDL 10.0
Code FBC2017frP12014
Matm-S
Weight 152 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing direcUy applied.
BOT CHORD 2x4 SP No.2 • SOT CHORD
Rigid wiling directly applied or 2-2-0 co bracing.
WEBS 2x4 SP No.3 WEBS
1 Raw at midpt e-14, 4-14
Mss -re recommends that Stabilizers and required crew bra -mg
biz insta0ed during truss erection, in accordance with Stabilizer
Install uida.
REACTIONS. (Ibis@e) 12=11841D-6-0 (min. 0.1-8), 16=118410a-0 (min. 0-1-8)
Max Hom 16=132(LC 8)
Max Upl'R72=475(LC 9), 16�475(LC 8)
FORCES. (1b) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-393/0, 2.3=332/60, 3-4=1894fT52, 45=1416f543, 5-6=1403/567,
6-7=1403/567, 7-8=14181543, 8-9=18941`/53, 9-10=-332/60, 10-11c393/0
BOT CHORD 1-16=0/332, 15.16=699/1697, 14-15=699/1697, 13-14=567/1697, 12-13=567/1697,
11-12--0/332
WEBS 6-14=165/627, 8.14=5651399, 8-13=01M. 9-12=1666/686, 4-14=566/398,
4-15=01264, 3-16=1666/686 ,
NOTES-
1) Unbalanced roof I'we loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3-second Bust) Vasd=124mph; TCDL=4.2psf BCDL=5.Opsf h--2M Cat II; Exp C; End.,
GCpk0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) This buss has been designed for a 10.0 psf bottom chord live bad nonconcrmant with arty other Ova loads.
4) Prwide mechanical connection (by others) of truss to bearing plate capable of withstanding 475 lb uplift at joint 12 and 475 lb uplift
at pint is.
LOAD CASE(S) Standard
LPN_--_,
CENgF.`��ii
r J PE 70051
Job TM=
Truss Type Qty
KNN;Y'K,', ,
2195 AtA
COMMON 3
fly 1
Job Reference
5011YIeT 1N66 WTjYfICI, FOIL PbRO, FL .94951 R16C Djq 6 W bSKg Y O xgu 6 JY t tnb n B[ 110USQR9. p IYB MIIB / lULf1:UC LUIO YB9C 1
IOig2dMlPbSKgDYtOblh9ugaYlat2-Nb5SZZ87M40529ampsxUHeg6rY6ry4Md70dygHe7
tsa art -to o-sff 1s-0-o z3ss zs.as so-so szs-o
� tea I z4410 i 43-2 � 7.65 { 7i-5 ) 403 I zero I faro
1�
o
Scale -1:53.1
4M =
5.00 t2
8
4a \\ IM II 5' = 1x4 II 4x8 //
3x4 =
1�
t-60 6Stt 18-0-0 211V
ins
LOADING (pat) SPACING- 2-0-0 CSL I DER in (loc) I/dell L/d I PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC. 0.92 Vert(LL) 0.23 12-13 >999 240 MT20 244119D
TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vart(CT) -0.35 12-13 >999 180
BCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(CT) 0.10 11 n1a nla
BCDL 10.0 Code FBC20171TP12014 MatrixS Weight 152 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP NoZ TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2z4 SP No.2 BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Ron at midpt B-14, 4-14
M7ek recommends that Stabilizers and required cross bradng
be installed during buss erection, In accordance with Stabilize,
Installation guide.
REACTIONS. (1b1size) 16=1228/0-6-0 (min. 0-1-8), 11=11311Mechani al
Max Horz16=132(LC 10)
Max Upiift16=-487(LC 8). 11=453(LC 9)
FORCES. (Ib) - Mac ComplMax. Ten. - AN forces 250 Qb) or less except when shown.
TOP CHORD 1-2-496R, 2-3m-339164. 3-0-79921780. 4-5-15141581, 5.6=-1498/606,
6-7-15091597, 7.8=15231572, e-9=2221/886, 9-10=22031823, 10.11=2221!/29
BOT CHORD 1-16=-31342, ti16=724/1785, 14.15-724/1785, 13-14=7092051, 12-13=7092051,
11-12=-667/1988
WEBS &14>2061716, 11-14=-624/517, B-13=0/322, 4-14-5661398, 4-15-0266,
3.16=1754f710
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL4.2psf; BCDL=5.0pst h=22R Cat II; Exp C; End.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.50
3) This truss has been designed for a 10.0 psf bottom chord live load non=ncrurent with arty other five loads.
4) Refer to girder(s) for buss to truss =meet! s.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 Ib uplift at joint 16 and 453 lb uplift
at joint 11.
LOAD CASE(S) Standard
)a
0 1n_1s11 /irEN
i�
PE7 051
t
�-4 OR ID
Truss Toe
2195
p2
Flip
1 1
Jos RPSerence loplingell
a —=.- FM FK ,R34851 -'-- Wm:8.470s= JW 21201E Print 8920 a JW 21201810Tet htlia04s, 1. TwA ]t099� 201K BBPPWI
IDig2dnNPb5Kg0YlObVZBugaytslZ-mpM2sVyM2df61J9B91hnlvbKZUS%KS hqKd
1d-0 b11-10 7-7 1 1600 10LA zH-B 30 pO 32
1JA1 2d-10 ) -/4 -1 fi-1d 4-0-0 1 1 8-7-14 1 2d-10 11dd'
0-r
�a
Scale -1�54.0
414= 4x4=
3x4= 1x411 3x4= 3z4= 3x4= 1x411 bxe//
tdd M2
td-0 7-7d NSd 1600 IJd 368U Bi
1-0D 6iE 6i! 46p 64d 6Ld
o-3 p 1-0-0
1$
Plate Offsets MY)-
12:D",0-1-141r2 M4,0-1-121 r3:63-0.0-1<1
r5:D-2-40-2-01
r6:0-2-4.0-2-41. 1813."0-1-43, 19:0-0-00-1-141
111:0-S-40-1-121
LOADING (pst)
SPACING- 2-0-0
CSL
DEFL
in (hoc)
I/dee
IJd
PLATES
GRIP '
TCLL 20.0
Plate Grip DOL 1.25
TC.
0.68
Vert(LL)
-0.2915-16
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.75
Vert(CT)
-0.4515-16
>792
180
BCLL 0.0
Rep Stress Inc YES
WB
0.48
Holz(CT)
0.08 11
n/a
n1a
BCDL 10.0
Code FBC2017ITP12014
Matrix-S
Weight 155 lb
Fr = 200A
LUMBER- BRACING-
TOP CHORD 2x4 SP NO2. TOP CHORD
Structural wood sheathing directly applied or 3-24 oc pudins.
BOT CHORD 2x4 SP No2 BOT CHORD
Rigid ce061g directly applied or 6-11-8 oc bracing.
WEBS 2x4 SP No.3
Nb7ek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with StabRzo
Installation ouide.
REACTIONS. (lb/size) 17=1184/0-6-0 (min. 0-1-e), 11=118416E-0 (min. 41-8)
Max Holz17=116(LC 9)
Max Uplift17-457(LC 8). 11=457(LC 9)
FORCES. Qb) - MaX CompJMax Ten. - A9 forces 250 ((b) or less except when shown.
TOP CHORD 1.2=324/28, 2-3=270M, 34=1899/728, 4.5=1534/566, 5-6=1364/563,
S-7-1534/588, 7-B=1899/729, 8-9=270170, 9-10=324/28
BOT CHORD 1-17=22272, 16-17=-668/1701, 15-16-=-668/1701, 14-15-: 349p364, 13-14=349/1364,
12-13=553/1701, 11-12--553H701, 10.11-22r272
WEBS 3-17=17011655. 4-15=-480/357, 5.15=431326, 6-13=-631326, 7-13=480/357,
8.11=1701/658
NOTES-
1) Unbalanced roof the loads have been considered for this design.
2) Wind: ASCE 7-10; Vu0=160mph (3-secomd gust) Vasd=124mph; TCDL42psF, BCDL-5.0pst h=2M Cat 11; Exp C; Encl..
GCpi=D.18-, MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psi bottom chord live load rmnconcorrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 457 lb uplift at joint 17 and 457 lb uplift
at joint 11.
LOAD CASE(S) Standard
M
Jab
InIss
IMS lype
ty
2195
A2A
HIP
1 t
Job R.I..
seen. Tmas aonlPalloa, Fon Pens, R 34951 Hal: 8.470 a M JW 212018 Prat 8]30 a JW 712010 MI" IadW.M IrC Tw Aup 711)132015 Pawl
ID5g2drWPbSKgOz70bVxSu9ayt$IZ mPM2skpM2dT81J9MhNvMg4_ CFMhKccvygHdg
�130I st1•f0 I 7-7J3 I 14Ao I 1800 I 24J9 l TBA6 I 30.ae +32-0e1
130 ZJL10 57-1I f:Id 4-04 6+8 s7-14 2Jlto tJA
3x4 =
1A II
4x4= 4a,=
3A= 314= 3x4=
4ae //
Seals-1:54.0
1S
1-04
i a-00
, 7aa I 146a I 1a80 I z4+a I 'dfO I
s.4a sae s+e ssa 130
o-so
Plate Offsets MY)-
r20-0-0,0-1-141. 12:0-5-4,0-1-121 (3:0.4-0.0-1-41
f5:0-2-4.0-2-41
8:0.2-4,0-2-4L f8:04-0.0-1-41, r9:0-0-0,0-1-141
[11:0-5-0,(1-1-121
LOADING (psi)
SPACING- 2-0-0
CSL
DEFL
in Coe)
Wall
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC
0.70
Vert(-L)
-0.31 12-13
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.82
Vert(CT)
-0.4712-13
>777
180
BCLL 0.0
Rep Suess Inc YES
WE
0.79
Hom(CT)
0.09 10
n1a
n1a
BCDL Mo
Code FBC2017RPI2014
Matra(-S
Weight 155 Ib
FT = 20%
LUMBER- BRACING -
TOP CHORD 2)(4 SP No2 TOP CHORD
Structural wood sheathing directly applied or 3-0-7 ne pudins.
BOT CHORD 21(4 SP No.2 BOT CHORD
Rigid ce8trhg directly applied or 6-8-0 co bracing.
WEBS 20 SP N0.3
ITek rlxrommerMa tllat Stabilizers end required class bracing
be installed during 4uss erection, in accordance with Stabilizer
Instagation aide. '
REACTIONS. Qb/size) 10=1131/Med(anical, 17=1228/0." (min. 0.1-8)
Max Ham 17=116(LC 9)
Max Upli t10=436(LC 9). 17= 469(LC 8)
FORCES. Qb) - Max. CompJMax. Ten. - A0 forces 250 0b) or less except when shown.
TOP CHORD 1-2=-33af35, 2-3=285174, 3-4=1987f7SZ 4-S=16321600, 5-6=1469/596,
,
6-7=1659/604, 7-8=22811876, 8-9=21931811, 9-10=2229/733
BOT CHORD 1-17=28284, 16-17=689/1779, 15-16=689/1779,14-15=377/1469, 13-14=377/1469,
12-13=7092105, 11-12=7092105, 10-11=-664/1988
WEBS 3-17=1775/674, 4-15=-4621349, 5-15=721343, 6-13=-881396, 7-13=786/487,
7-12=01303
NOTES-
1) Unbalanced roof Live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Veld=124mph; TCDL=42psf; BCDL-S.Opsf; h=221t CaL II; Exp C; Encl.,
GCp".18; MWFRS (envelope); Lumber DOL-1.60 Plata grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 pst bottom dwrd live load nonconcllrlent with arry other five loads.
5) Refer to gWer(s) for truss to inns connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 436 lb uplift at joint 10 and 469 It, uplift
at joint 17.
LOAD CASE(5) Standard
PE 70051 �A T
afi1i -A.
Job
Inuss
Iruss IM My
q
2195
A3
qp 1
i
Job Reference
awuiem �Nsc YOIII(Jplgf, rort retcv, YV 31W1 liul' LLZID c .IN Zl 2me PMC a33a s JN n zeta Wft W Ma, N Tue Aug 7 ta:10.45 z91a P,av t
IDig2drWPb5Ke0YtObV.ugaylslZ-MW2bnpokq.Th4ySAO.CZ PduFkRSFJSCyV9ygHe0
a-n-to 1 sae 1 lzao i zao4 zs+e 4 z6os 1 2o10 iaz
13a 281a bi-11 54af 6Aa 54-B 2-7.14 zero IJ-a
She =154.0
ME
4x5 =
3x4 = 1x4 11 3c4 = U4 = 316 = 1x4 II bd; //
3a >Zaa
1.oa11 seat 1 uaa 1 zooa � zssa 1 soaa 11�a
'tin u sea ea-9 5x s4a as.9 �
0.1a
Plate Offsets MY)—
r2:0-0-0,0-1-141. P:0-5-0.0.1-12L 13:9-0-0,0-1-4t
t5:D-54.0-2-0t
(6:0-2-12.0-241. I8:0-4-0.0-1-4t f9:0-0-0,0-1-147, 111:0-5-40.1-12)
LOADING (psi)
SPACING• 2-0-0
CSL
DEFL
in (loc)
Wall
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC
0.49
Vett(LL)
-0.1213-15
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.69
Vert(CT)
-0.2913-15
>999
180
BCLL 0.0
Rep Sbess Ina YES
WB
0.44
Hom(CT)
0.08 11
nfa
n1a
BCDL 10.0
Code FBC20177rP12014
Matra-S
Weight 160 to
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No2 •ExcepC
T2.2x4 SP M 31
BOT CHORD 20 SP No2
WEBS bA SP No.3
REACTIONS. Qb/sae) 17=1184/0-6-0 (min. 0-"), 11=1184106-0 (min. 0-1-8)
Max Harz 17=99(LC 10)
Max Uplttl7=.437(LC 8), 11-437(LC 9)
BRACING -
TOP CHORD
BOT CHORD
WEBS
FORCES. (m) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=265134, 34=18801883, 4-5=1671/662, 5E=1520/652, 6-7-1672166Z
748=1880/683, 9-10=266/34
SOT CHORD 16.17=51211678, 15-16=612/1678, 14-15=45611520, 13-14=456/1520,
12-13=53811678, 11-12-53811678
WEBS 3-17=1715/604. 5-15=4=45, 6-13=16/346, 8-11=1715/604
Structural wood sheathing dinx0y applied or 3-8-5 oc parties
Rigid calling drectly applied or 7.6.4 oc bracing.
1 Row at mtdpt 5-13
Mi fek recommends that Stabilizers and requhed cross bracing
be O Ma k dudng buss erection. In accordance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced roof live leads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL-42psf, BCDLS.OpsF h=221k Cat II; Exp C; End.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load noncone ment with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 437 Its upldt at )Dint 17 and 437 lb uprdt
at joint 11.
LOAD CASE(S) Standard
\\�0\M 111!1,����
PE 70051
r 1
= r
Job
iruss
Truss Type Qty
Y
21M
q3A
HIP i
1
JDD Refelence
sorvmni 1N63 wmpanee, em F... R MU51 Rim:9 M a JW 212D1B Pint 82M0 c JW 21 =18 MTet Mush . Inc TM Mup 7101 M45 2018 Pepe 1
IO:ig2drWPb5kg0270DV)SugaytstZ MbJ24npokgoTtw0ySv9DcC2qudtkkOSFJSCyV9ygHcO
1191 zaio 1 2&-iu 1 624�2 1 MBa�o I spa I M I Maio I1.w,
bd =
ME=
Scale-1:54.0
I$
us =
3x4 = 1x4 11 3[4 = W = 3x6 = 1x4 11 4x8 //
1ao
11Z e7a I 1Mno 1 7oao I zsa.e DD¢0 i u.oa �
1-0a sea sae Boa sea Sae t-so
aso
Plate Offsets (X,Y)—
f20-0-0.0-1-141 f20.54.0-1-121 (3:64-00-1<I
r5:0-540-2-01
B:D2-12.0-2-03M:0-2-0,0-1<1 19'0-0-D0-1-141
(11:OS70-2-01
LOADING (pst)
SPACING- 2-0-0
CSt.
DEFL
in Qoc)
Udell
IJd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.52
Vert(LL)
0.14 13-15
>999
240
MT20
2441190
TOOL 7.0
Lumber DOL 1.25
BC
0.72
Vert(CT)
-0.31 13-15
>999
180
BCLL 0.0
Rep Stress Ina YES
WB
0.46
Hom(CT)
0.09 10
n/a
n1a
BCDL 1D.0
Code FBC20177rP12D14
Matrix-S
Weight 160 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No2'Exoept'
T2: 2x4 SP M 31
SOT CHORD 2x4 SP Nob
WEBS 2x4 SP No.3
REACTIONS. (lb/si2e) 10=11311Mechanical, 17=1228I0-6-0 (min. 0-1-8)
Max Mom 17=99(LC 8)
Max Up1ift10=-416(LC 9), 17= 447(LC 8)
BRACING -
TOP CHORD
Structural wood sheathing directly apprmcl or 3-6-9 oc pudirls.
BOT CHORD
Rigid ce0htg directly applied or S-114 oc bracing.
WEBS
1 Row at midpt 5-13
MTek recommends that Stabili ers and required cross bratlng
be Installed during truss erection, in accordance with Stabilizer
InsteBation u(de.
FORCES. (lb) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=279138, 34=19681712, 4-5=17731698, 5E=16731703, 6-7=1858/721,
7.8 =2317/839, 8-9=2190809, 9-10=22407745
BOT CHORD 16-17=-632JI756, 15-16-632/1756, 14-15=-487A615, 13-14=-487/161S,
12-13=6932143, 11-12-6932143, 10-11=-668/1992
WEBS 3-17=1795/630, 5-15=.391343, 6-13=431420, 7-13=541/368
NOTES-
1) Unbalanced roof live loads hove been considered for this design.
2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsh h=22R CaL 11; pxp C; End.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
3) ProWde adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psi bottom chard live load noncon ur ent with any other We loads.
5) Refer to girder(s) for buss to truss connections.
6) Prmide mechanical connection (by others) of toss to bearing plate capable of withstanding 416 lb uplift at joint 10 and 447 lb uplift
at joint 17.
LOAD CASE(S) Standard
LPN
-- , i�
7 PE 713051 �
r
%- L
job
J nrs Type
ITFUSS
A4
Jr,3195
HIP 1
t
Jab R.I. a '
.7'pYNtll1 1 N6b {CIII(Yi1�5, Fp11 P., YL 34"1 IiIYL'tl2L0 S JIS Lr3Yltl YIp6 tlLd b JN Ll N1J tl,1B[ B106OVd, NL lYB NY9 / l4rlY.Vi iY16 9C l
ID:ig2drWPb5KgWObVxgugayt,tLMbJ24npokgoTbvOy8v90aC2sltlsdkR)FJSCyV9ygHc0
M1aa 3.11-10 5-&6 166E 166a Y1-0a Ifia-ta 2&6b 30.9-0 a.6a
' i zato Fa1z i 4a-10 I soa I so.o F aa-to +1a1z I za-10 I taro
Scate=1:56A
At7= 1x411 4x7=
3x4= 3W= w= 314= 48//
1aa 3SY0
1-O.a to-do 160-e aao a6sa 31,4a
'1-0a s6o I soa I soa I sea
Plate Offsets MY)—
[2:04]-0,0-1-141. [2:0-54,0-1-12], [3:0-&00.1-01,
[5:0-5-0,0.2-0]
[7:0-5d,0.2-0] [9:0-3-0,0-1-41 [10:0-0404-141, 172:0-54,0.1-121,
[14:0A-00-3-07
LOADING (Est)
SPACING- 2-0-0
CSI.
DEFL
in Qoc)
Well Lld
PLATES
GRIP
TCLL. .2AO
Plate'. Grip DOL 1.25
TC'
0.40
Vert(LL)
0.15 14
>999 240
MT20
244/190
TCDL 7.0
Lumber DOL 125
BC
0.79
Vert(CT)
-0.2915-16
>999 180
BCLL 0.0
Rep Stress Inc YES
WS
0.42
Hom(CT)
0.08 12
n/a n/a
BCDL 10.0
Code FBC2017frP12014
Matra-S
Weight 160 lb
FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP Nod TOP CHORD
Structural wood sheathing directly applied or 3-10-0 oc Purim&
BOT CHORD 2z4 SP No2 BOT CHORD
Rigid ceiling directly applied or 754 oc bracing.
WEBS 2z4 SP No.3
FMiTek recommends that Stabilizers and required MM bmcirlg
be Installed during thus erection, in aowrdamx with Stabilizer
Installationguide-
REACTIONS. Qb/size) 16=1184M-6-0 (min. D-1-8), 12=1184/0G-0 (min. 0-1.8)
Max Hor416=83(LC 9)'
Max Uprdt16=-123(LC 5), 12--423(LC 4)
FORCES. (Ib) - Max. CompJMax. Ten. - AD faces 250 (lb) or less except when shown.
TOP CHORD 1-2=435/0, 2-3�401/0, 34=19351764, 4-5=17821731, 5-6=1949/893, 6-7=1949/893,
7-8=1782f731, 8-9=1835f763, 9-10=AD7/0, 10-11=-43510
BOT CHORD 1-16=0/379, 15-16=-611/1633, 14-15=54411626, 13-14=541I1626, 12-13=608/1633,
11-12=01379
-
WEBS 3-16=1650f789, 6-15=-6/278, 5-14=230/490, 6-14=3601303, 7-14=230/490,
7-13=-6278, 9-12--1650f789
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.0psf; h-22R Cat II; Exp C; End.,
GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 led bottom chord live load noncoms rent with any other live loads.
5) Provide med anlml connection (by others) or truss to bearing plate capable of withstanding 423 lb uplift at joint 16 and 423 lb uplift
at joint 12
LOAD CASE(S) Standard
PE 7 051
r (
[
J • 4OftI�
Job
inues lype Qty
.
2195
ITFUM
A50
Fly
NIP 1 1
Job Refeenm
SouM= Tnos Comperes, Fob Pf , R U951 RM: 832o s Jd Z12ata PdhR 6]2D a JW 21 2016 aTek IMusMo, Inc Tue Airy 7 1Ma462Di6 Pe 1
lDdg2drWPb5KgDz70bVx9ugaylsfZ-WQK7gOV/wKU37BDdgF9PbyJ1 E2TIgOYBxVIbygH W
4114 9m 1].-4-9 7n1-7 2.... 278R g2-0O
' 45/1 1 3d2 1 S+B 1 5,2
Sx1DMT2oHS=
5.00 12
IM 11 3W=
18 19 5 20 .7) 22 6
23 24
5x10 MUMS=
Scale =1:54.o
-P
p
5z10= 17 16 25 26 t5 27 14 28 13 29 30 12 11 SX10=
3x8 = tx4 II 3x4 = Us = 4x12 MT20HS= 3x5 = 3x4 = 1x4 11 3x8 _
ta-o szm
�m 4-}14 B44 IJie 1}7-7 24m Ir82 964-0 )µla
1aoH"1 s-o-u t s4¢ 1 5+s 1 sa-u 1 ssa 1 saz sbu a '1
•-• rm
Plate Offsets MY)-
11:0-143.0-0-21. M:0-2-2.Edae1,
f4:Ob-0.0.142]
r7:0-".0.1-121 r10:1-2-2.0-0-21. 110:0-2-2.Edne1.
113:0-2-4.0-1-81,
115:0-3-12.0-1-81
LOADING (psf)
SPACING
24)-0
CSL
DEFL.
in (Ico)
bdeff
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.74
Vert(ILL)
0.50 13-15
>756
240
MT20
244/190
TCDL 7.0
Lumber DOL
125
BC
0.66
Vert(CT)
-0.6613-15
>576
180
MT20HS
1871143
BCLL 0.0
Rep Stress Ina
NO
WB
0.63
Hor7(CT)
0.18 10
Na
ula
BCDL 10.0
Code FBC2017/rPI2014
Mabb(S
Weight 167 In,
FT = 20%
LUMBER -
TOP CHORD 24 SP 1,102 •Except'
T22c4 SP M31
SOT CHORD 2c4 SP M 31'
WEBS 2r4 SP No.3
SLIDER Left 2x6 SP No-2 1-10-15. Right 2x6 SP No2 1-10-15
REACTIONS. (Ib/size) 1=220410-0.0 (min. 0.1-13). 10=2206/0-60 (min. 0-1-13)
Max Hcrz1=S6(LC 25)
Max Upl'dtl=1122(1-C 8), 10>1123(LC 9)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-1 oe pudins.
BOT CHORD Rigid ce8ing dnecty applied or 4.5.10 oc bracing.
hbTek recommends that Stabilizers and required cross bmcng
be installed during lass emotion, in accordance with StabB¢er
Installation ouide.
FORCES. (Ib) - Ma1c CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=-49552551, 2-3=-09052557, % 4- 48412617, 4-18=5829/3188, 18-19=582913188,
5-19=5828/3188, 5.20>582913188, 20-21=582913188, 21-22-582913188,
6-22=582913188, 6-23=583213192, 2324=-563213192, 7-24=5833/3192,
7-8=48422617, 8-9=49062559, 9-10=49562553
SOT CHORD 1-17-2315/4474, 16-17=2315/4474, 16-25=2323/44T7, 2S,26=2323/4477,
15-26=2323/4477, 15-27=-305915832, 14-27=4059/5832, 14-28=3059/5832,
13-28=305915832, 13-29=2321/447B, 29-30=2321/4478, 12-30=232114478,
11-12-228714475, 10-11=2287/4475
WEBS 3-16c264/326, 4-16=147/562, 4-15=-867/1651, 515=598/577, 6-13=-627/580,
7-13=-87211655, 7-12-147/562, B-12=2841327
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.0psf, h=22R Cat II; Fxp C; End.,
GCpi=0.19; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pondmg.
4) All plates are MT20 plates unless otherwise indicated.
5) This buss has been designed for a 10.0 psf bottom chord five bad nonconarrent with any other live loads.
6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1122 It, uplift at joint 1 and 1123 lb uplift
at joint 10.
7) Hanger(s) or other connection davice(s) shall be provided sufficient to support concentrated load(s) 186 It, down and 262 lb up at
84-0, 109 It, down and 165 lb up at 10-0.12, 109 lb down and 165 It, up at 12-0-12, 109 lb down and 165 lb up at 14b12, 109 Ib
down and 165 Ib up at 1640-12. 109 Ib down and 165 lb up at 17-114, 109 lb down and 165 lb up at 19-114. and 109 lb down and
165 Ib up at 21-114. and 18611, down and 262 lb up at 244)0 on top chord, and 323 lb dawn and 191 lb up at 8-0-0, 82 lb down at
10-0-12, 82 no down at 12-0-12, 82 lb down at 14-0-12, 82 It, down at 16-0-12, 82 lb, down at 17-114. 82 It, down at 19-114. and
82 It, down at 21-114. and 323 lb down and 191 It, up at 23-114 on bottom chord. The designfseledion of such connection
device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as boat (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
Job
Truss Type CRY
'
2195
ITruss
ASG
NIP 1
1
Job Reieraim
fiatl = Tmac Coeµ bs, Fab Pbm:, FL 34MI
flIIMa M I Z? YMC am s stZn w tl qrV; ubm>, nc. up - reye c
ID•ig27r W Pb5K90YtObVz6ugey1s2gNOR7g0V7wKU3T80d8P9P9yJ7 EzTr90Y6xV1bygH W
LOAD CASE(5) Standard
1) Dead + Roof LWe (baWm4: Lumber Increase=125, Plate Increase=125
Uridorm Loads (plf) -
Vert 1-0=-54, 4-7=54, 7-1D=54, 1-10=20
Concentrated Loads Qb)
Vert 4=139(F) 7=139(F) 14=55(F) 16=323(F) 12-323(F) 18=109(F) 19=109(F) 20=109(F) 21-109(F) 22=109(F) 23=109(l 24=109 fl 25=55(F)
26=55(F) 27=55(F) 26=55n 29=55(F) 30=55(F)
J PE 70051
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job
runs
Imss lype UtyPly
2105
AB
HIP 1
i
Job Rderare
Sa m To a a Pm 'Fat Pkex, R U951 Rux 6220 a JW 21 MIS P SM a JW 21201807A Mashies. Ina Tue Ap 710:1e.47=8 Pape 1
ID:Ig2dNVPb5K90z7ObVW ugayts2-1_RDUS92GR2BODaKaKBMd7CCOYPCCYXnmh321y9HcM
1a-0 511-10 5-a fi 1p-ae 16100 71a 2r4:4 32-04
' M 1 2a-f0 11$12 4a-10 I 6104 I 610a I 610E
414 =
3A 3z4= 314=
40 =
9
Scale -1:5a3
314= W= 3X4= 3x4= am= 96 Il
too
11-0ei, to4-o I te.e-o I nso ( aan
1-0C 6W B-p9 &&0 4Fp
9s p
Plate Offsets (X.Y)—
r2:0-0-0.0-1-141, [2:0-54.0-1-12), r3:04-0.0-1-41,
(5:0-2-4.0-2-01,
i12:0-2-0,D-1-8I
LOADING (poll
SPACING- 24)-0
CSL
DER.
in (hoc)
Udell
Ltd
PLATES
GRIP
TCLL 20.0
Rate Grip DOL 1.25
TC. 0.41
Vert(LL)
0.17 13-15
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
Be 0.81
Vert(CT)
-0.31 12-13
>999
180
BCLL 0.0
Rep Stress Inc YES
WB 0.97
Hmz(CT)
0.08 11
Wa
We
BCDL 10.0
Code FBC20171fP2014
Matrb(-S
Weight 166 Ib
FT -20%
LUMBER- BRACING
TOP CHORD 2x4 SP No2• TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (Ib/slze) 16=1227/0-" (min. 0-1-8), 11-1130/Mechanical
Max Hoa16=163(LC 8)
Max UpliR16=153(LC 5). 11=467(LC 4)
FORCES. 0b) - Max CompJMax Ten. - AO forces 250 0b) or less except when shown.
TOP CHORD 1-2=-406/0, 2-3-371/0. 34=1924/822, 4-5=1884179S. 5-6 -17301774, 6-7=20211921.
7-8=2021/921, B-9-1065/50Z 9-10=1190/509, 10-11=1102/476
SOT CHORD 1-16=01353, 15.16=755/1710, 14-15=9252070; 13-14=925r2(170, 12-13=834/1648
WEBS 3-16=17SW839, 5-15=10(I/443, 6-15=513280, 8-13=281360, B-12=1002/503,
9-12=2261, 10-12� 7211174
Structured wood sheathing directly applied or 3-9-0 oc pudbls,
except end verticals.
Rigid calling directly applied or 6-413 oc bracing.
NhTek recommends that Stabifizers and required cross bracing
be Installed doming tmss erection, in aoaNance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced roof I'Ne loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsP,, h=22fk Cat II; Exp C; Encl.,
GCpi--0.18; VWFRS (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 rwe load nommnc merd with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of taus to bearing plate capable of withstanding 453 N uplift at joint 16 and 467 It, uplift
at joint it. '
LOAD CASE(S) Standard
� - GENS��`��/i
/ PE 7 051
r 1
_ r
�0 \'i�
mss
Inuss Type LIV
2193
r
A7G
HIP 1
IM 1
Job Reference
aw—„vm w,gw,m,—r—. rL.--, ...BJW[lILIO YRILOL2{,sJIp Ll XU1VMIICKM0090VJ,M= TMA 71P.11002ulsF 1
I D:ig2drWPb5K90YlObV)SugaytslZ-YFXZW 9MO8tT4mgMbbsRdlPT=FQngpfybg22ygF�h
d-7-0 1 B6p E 1358 1 Mae 1 2661D f 2ae-0 F 128g
N-0 RSq 556 5 10 SSIo 5Sa 2.
5.0D 12
WOMT20HS=
1a411 314= 415= 3Kf1= Ax12=
4 1a 79 5 20 T„ 21 22 5 Z3 7 24 a 25 28 9
Scale -1:64.3
4Z�
F�ffl
1
L
VAA
FAMA
M--
ma J I
0 0,
to
Sa71 17 78 16 13 12 11
0= T7 28 29 75 30 37 32 33 34 35
aae = 314 = 3xa = 4x10 MT20HS= 3a5 = 4a5 = 4x4 = 2a6 11
1d
11-0-0 1
d-1-0 a0-0 1}%
1 i
1690
Sba
31-04
1-04�
osa
]-4L uo sa4 i
sa.to 1
Mg
uto
1
sea 1
2E-0 1
Plate Offsets (X,Y)- [1:0-2.2,Edge], 14:0.6-0,0-1-121 17:0-2-8,Edge], [8:0.2-4,0.1A], [9.0-",0-1-121. 110:0-2-0,0.1-81, [t2-0-1-t2,0.1.6], [13:0.1-tz0.0
f14:0.2-0.0-1-81, f16:03B.0-1-81
LOADING (psf)
SPACING- 2-"
CSL
DEFL
in Qoc) Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL)
0.4814-16 >794
240
MT20
244/19D
TCDL 7.0
Lumber DOL 1.25
BC 0.65
Vert(CT)
-0.6314-16 >604
180
MT20HS
1871143
BCLL 0.0
Rep Stress Incr NO
WB 0.88
HOrz(CT)
0.15 11 n/a
We
BCDL 10.0
Code FBC2017/TPI2014
MabbrS
Weight 173 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2 'Except
T2,T3: 2x4 SP M 31
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3 •FxazpC
W3: 2x4 SP No2
SLIDER Left aS SP No2 2-0-8
REACTIONS. (Ib/stze) 11--2335/Mechanicel, 1=2188/0-6.0 (min. 0.1-13)
Max Horz1=147(LC 25)
Max Upl ft11=1140(LC 4), 1=1092(LC 8)
BRACING -
TOP CHORD
Structural wood sheathing dectly applied or 2-2-14 oc pudins,
except end verticals.
BOT CHORD
Rigid ceiling directly applied or 4-0-0 ce bracing.
WEBS
1 Row at midpt 9-13
Wrek recommends that Stabilizers and required cross bracing
be installed during truss election, in accordance with Stabilizer
Installation guide.
FORCES. (Ib) - Male CompJMax. Ten. - All forces 250 (Ib) or less except when shown..
TOP CHORD 1-2= 49142554, 2-3= 48612560, 31=48032551, 4.18=578013122, 18-19=677913122,
5-19=5779/3122, 5-20=577913123, 20-21=577913123, 27 22=577913123.
6-22=577913123, 6-23=5718/3062, 7-23-571813D62, 7-24=5718/3D62,
B-24=5718/3062, 8-25=-44002351, 2526=44012351, 9-26=44012352,
9-10=1832J912, 10.11=2320/1143
SOT CHORD 1-17=2380/4436, 17-27=235614443, 27-28=2356/4443, 16-28=2356/4443,
16-29-302315718, 1529�3023/5718, 15-3D=3023/5718, 14-30=3023/5718,
14-31=231314401. 31.32=-2313/4401, 13-32c2313/4401, 13-33=79311621,
33-34=793/1621, 12-34=79311621
WEBS 3-17=204235, 4-17=1311595, 4-16=858/1627, 5-16=619/598, 6-14=592J563,
B-14=842/1569, 8-13=1473/1060, 9-13=17671J278, 9-12=1361/883, 10-12=114023D1
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=160mph (3-secand gust) Vasd=124mph; TCDL=42psf, BCDL--5.0psf, h=22R CaL II; Exp C; End.,
GCpp0.18; MWFRS (envelops); Lumber DOL-1.60 plate grip DOL=1.6D
3) Provide adequate drainage to prevent water pending.
4) All plates ere MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord Ova lead nonwncunent witll any other live bads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1140 lb uplift at joint 11 and 1092 b
uplift at joint 1.
Continued 011 page 2
Job
Truss
Truss Type uty
ply
,
2195
A7G
HIP 1
1
Jm Reference LogMMD
Seddon 1. Cron irs, FM Pi . R U951
R 5m a Jd 212015 P am 5 JW 21 2018 Mnek bdusWes, N TUB Aug 71"130 2010 Poo. 2
ID:ig2drWPb5K90z7ObVxgugWLrAZ-YFX2MM06ff4mgMbbsTZxhPTmFOn9jdybg22ypl�roh
NOTES-
8) Hanger(s) or other connector, device(s) shall be provided sulfWwd to support concentrated load(s) 188 Ib dwm and 2621b up at e-0-D. 1DO It, down and 165 lb up at
1D-0.12, 109 It, down and 465 lb up at 12-0-12, 109 lb down and 165 It, up at 14-0-12, 109 lb down end 165 lb up at 16-0-12, 109 @ down and 165 to up at 18-0-12, 109
It, down and 165 lb up at 20-0-12, 109 lb down and 165 lb up at 22 )-IZ 109 lb down and 165 lb up at 24-0-12, and 109 lb down and 165 lb up et 26-0-12, and 109 lb
down and 165 It, up at 28-0-12 on tap chord, and 323 lb down`and-191 lb up at 5-0-0, 82 to down at 10-0-12, 82 lb down at 12-0-12, 82 lb down at 14:D-12, 82 lb dawn
at 16.0.12, 82 lb doven at 16.0-12, 82 @ down at 2D43-12, 82 lb dawn at 22-0-12, 82 It, down at 24-0-12, 82 lb down at 26-0-12, and 82 lb doom at 28b12, and 102 lb
down at 30-0-12 on bottom chord. The designlselectIon of such connection device(s) is the responu bd8y of others.
9) In the LOAD CASE(S) section, loads applied to the tam of the truss are noted as ftord (F) or back (B).
LOAD CASE(S) Standard
1) Dead * Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loads (pit)
Vert 1.4=54, 4-9=54, 9-10=54, 1-11=20
Concentrated Loads Qb)
Vert 4=139(B) 15=55(8) 17=323(B) 8=109(B) 13=55(8) 18=109(B) 19=109(B) 20=109(B) 21=109(B) 22=109(B) 23=109(B) 24=109(B) 25c109(B)
26=109(B) Z7=56(B) 28= 55(B) 29=55(B) 3D=55(B) 31=55(B) 32---S5(B) 33=55(B) 34=55(B) 35=75(B)
PE 70051
_ f
i N ` A'I�re� J
job
Truss
N"i9 Type Qty Fly
2195
BIG
�S
HIP 1 2 Job Reference (20u2mg
SmRrem Truss Gompn'vs, Fort Piero, K 34951 Poet: amu s +u n mho rmc c ,^• a �w �, �u,o w„ec,neusmes, ue ug
IDig2dNVnSKgDz7ObWWugaAslZ-0R5011VMevybx0 ,;4 ollvygbAGM7 gtl.66UygH69
53.0 93.1 t34-15 t7.5-0 22-0-B
53a 4-0.1 4t-t3 4-0-t 53-0
- 3
SA MT20HS=
s no I,z
314 = 1x4 II BA MT20HS_
14 15 "- 10 1/ __ 11 10 1.8x12=
B%12 MT20HS= 2x6 II 7,12 MT2DHS WB= W4= 2c4 H
4xlD=
6d1=
Scale -127.5
i-0-0 530 93-1 t3-0-15 77.5-0 21R0 22A-0
Plate Offsets MY)—
M0-12044) Ito-150-0-151
I6.0-5-00-241 18.0.1-ZG441
I8:1.4-ZD-3-11] I70:0-2-80-0-4]
M2'0-480-0-81
f13:0340-1:g
LOADING (pst)
SPACING- 1-"
CSL
DEFL
in (hoc)
Wall
Ud
PLATES
GRIP
TCLL 20.0
Plate Gfp DOL 1.25
TC 0.63
Vert(LL)
0.3610-12
>743
240
MT20
2441190
TCDL 7A
Lumber DOL 125
BC 0.61
Vert(CT)
-0.53 10-12
>504
180
MT20HS
1871143
BCLL 0.0
Rep Stress lnor NO
WB 0.89
Hmz(CT)
0.09 8
n/a
n1a
BCDL 10.0
Code FBC2017/TPI2014
MBtrbk-S
Weight 281 to
FT = 20-A
LUMBER -
TOP CHORD 2x4 SP NO2'•Exrapr
T22z4 SP M 31
ROT CHORD 2x6 SP M 26
WEBS 2x4 SP No.3 'Except
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
SLIDER Left 2x6 SP No2 24-1, Right 2x6 SP No2 24-1
REACTIONS. (lb/size) 1=56781DS0 (min. 0-2-6), 8--412410-" (min. D-1-11)
Max Horz1=21(LC 8)
Max Upfdt1=2396(LC 5). 8=1812(LC 4)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-1-1 oe Pudins.
BOT CHORD Rigid calling directly applied or B4-1 oc bracing.
FORCES. (lb) - Max. ComplMax Ten. - AD forces 250 Ph) or less except when shown.
TOP CHORD 1-2=1280015422, 2-3=12761/5429, 3.4=1566316735, 45=15503/6845,
5-6=15503/6845, 6-7=10320/4584, 746=1035114580
BOT CHORD 1-14=4977/11768, 1415=4977/11768, 13-15-4977/11768, 13.16=-4905H1589,
16-17=4905111589, 12-17=4905111589, 11-12=-6693115663, 11-18=6693115663,
10-18=-6693/15663, 10-19=416819447, 9-19=416819447, 8-9= 4187/9491
WEBS 3-13=106412636, 3-12=202914655, 6-10=2989/69D3, B-9=2921650
NOTES-
1) 2-ply truss to be connected together with 1Dd (0.131'k3l India as follows:
Top chords connected as fclly 2x4 - 1 row at 0-7-D oc.
Bottom chords connected Be follows: 2x6 - 2 rows staggered at 0-5-0 oc
Webs connected as follows 2x4 - 1 now at 0-9-0 oc.
2) AD loads are considered equally applied to all plies, except if noted as from (F) or back (B) taco In the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted Be (F) or (B), urdess otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDLr-42pd: BCDL=5.Dpst h=221k CaL II; Exp C; End.,
GCpi=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60
5) Provide adequate drainage to preverd water pondmg.
6) AD plates are MT20 plates unless otherwise Indicated.
7) This truss has been designed for a 10.0 psf bottom chord rw load monconement with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2396 Ib uplift at joint 1 and 1812 Ito uplift
Ed joint S.
9) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 1111 lb down and 473 Ib up at
2-74, 1111 to down and 473 lb up at 4-74, 1111 lb down and 473 lb up at 6-74. 1111 lb down and 456 lb up at 8-74, 1111 lb
dawn and 436 lb up at 10-74. and 1110 lb down and 487 lb up at 12-74. and 2315 lb down and 1160 1b up at 14-74 on boom
chord. The dedgNseladon of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
�0\11 I1 I1 /j/
(� PE 7 051
10
o
rusg
tuts Ype bFly
2195
810
HIP 1
Z
Job Refetmrc. o
ewmvn iius.s a:mryanrec,r�rvam, t�aaaar wm:o2di s.nv.s9rormcugwstZci� micabxo_z, me ivabA 'pcar Buie
ID:Ig2drWPh5KgOz70bVx9u9aytstZ-0RS!]IYMevybz0_m4a_oUvygbACKW%pUucLOSlly4 8
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
UnBonn Loads (pfl) -
Vart 1-3=27, 3-6- 27, 8-8=27, 1-8=10
Concentrated Loads (1b)
Vert 11=1111(8) 14=1111(8) 15=1111(B) 16=1111(a) 17=1111(B) 18-1110(B) 19=2315(B) .
���\\N\
PE 70051 =
r 1
0 A S fA
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Job
Truss
Type MY
,
2195
MG
111russ
MP 1 1
sOYNEd TIasa Wa1r0a .foe P., rt:%aal - a ��^
IDip2dANPb5KgWObVx9ugey6-2-Ue1pMH9G)o78WJHV106Ynx2lVFb_97G4xcwygHbf
r 40-0 I &11J I I 12 I 1aF-0 I 7bB-g
40.0 411J 4&9 41hJ 4Q0
Scale -137.9
-i
SAO r12
4[7 =
3x4 =
417 =
3di II ld w n a xa w o 3x9 II
1x411 3x4= 4x4= ae= lza ll
22 s
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
in
Ooc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC0.85
Vert(LL)
0.30
B-10
>885
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.87
Vert(CT)
-0.34
B-10
>776
180
BCLL 0.0
Rep Stress Inv NO
WB 0.44
Horz(CT)
0.06
6
nfa
n1a
BCDL 10.0
Code FBC2017frP12014
Matrbc-S
Weight 103 Ib FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2
WEBS 20 SP No.3
WEDGE
Left 2x6 SP No.2, Right 2x6 SP No.2
REACTIONS. Ob/size) 1=810/0.6-0 (min. 0-I-S), 6=810106-0 (min. 0-1-8)
Max Horzt-34(LC 11)
Max Upltt1=500(1-0 5), 6=500(LC 4)
BRACWCG
TOP CHORD Structural wood sheathing directly applied or 3-3-0 as pudins.
SOT CHORD Rigid calling directly applied or 4-6-10 oc bracing.
Mtrek recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stab➢iz
Installation guide. at I
FORCES. (m) - Max. CompJMax. Ten. - All forces 260 Ob) rm less except when shown.
TOP CHORD 1-2=170011129. 2-12=2597/1747, 12-13=2597M747, 3-13=2597/1747,
374=259611746, 14-15=259611746, 15-16=259611746, 416=2596/1746,.
4-17=2596/1746, 17-18=2595/1746, 5-16=2596/1746, 5-6=17001N29
BOT CHORD 1-11=992J1520, 11-19=991/1527, 19-20=991/1527, 10-20=991/1527,
10-21=16812597, 9-21=16812597, 9-22>16812597, 22-23=16812597,
8-23=19812697, 8-24=99011527, 24.2S=99011627, 7-25=990/1527, 6-7=99111521
WEBS 2-10=73111164. 3-10=286291, 4-8=-282291, 5-8-72911163
NOTES-
1) Unbalanced root five loads have been considered for this clesign-
2) Wind: ASCE 7-10; VuIY-160mph (3-serard gust) Vasd=124mph; TCDL=42psf; BCDL=S.Dpst, h=2214 Cat 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 Funding.
4) This truss has been designed for a 10.0 psi bosom chard live load nonconcrlrtent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 Ib uplift at pint 1 and 500 Ito upfdt at
joint S.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down end 141 ib up at
4-0-0, 29 lb down and 65 lb up at 6.0-12, 29 lb down and 65 lb up at 8-0-12, 29 lb down and 65 lb up at 10-0-12, 29 to down and
65 Ito up at 11-", 29 lb down and 65 Its up at 127.4, 29 Ito down and 65 lb up at 14-74. and 29 1b doom and 65 lb up at 16-74.
and 69 to down and 141 It, up at 18-8-0 on top chord, and 4916 down and 67 lb up at 4-0-0, 10 lb down and 0 It, up at S-0-12, 10 lb
down and 0 lb up at 6-0-12, 10 It, down and 0 ro up at 10-0.12, 10 lb down and 0 Ib up at 114-0. 10 lb down and 0 lb up at 12-74.
10 It, down and 0Ib up at 14-74, and 10 go down and 0 lb up at 16-74, and 49 lb down and 67 Ib up at 18-74 on bosom dhord.
The desigdselection of such connection devices) is the responsibility of others.
7) In the LOAD CASE(S) section. loads applied to the face or the truss are noted as front (F) or back (B).
f y PE 70051 _
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125
Continued on page 2
Job
Nss
N55 ype IY
2195
82G
HIP 1 1
Jab Reference
Soulaern TN. ranxaees, Fort Pbrtn, FL 34951 Rivx 5 s JW 212atfi Pma 6I2a a JW 21'2a1a YTex IrAisa'va, t Tue Aup 71M132"IS Pape 2
IDig2drWPb5K9Oz7ObVxSu9aybstZ4JeVmMMOGIG?BWJWlOSVr¢2NPa_97G4xenygHbf
LOADCASE(S) Standard
Unifbm Loads (A
Vert 1-2-54, 2-5=54, 5-6=54, 1-6=20
Concentrated Loads Qb) -
Vert 2=-B(F) 5=8(F) 11=32(F) 7=32(F) 12�4(F) 19=-0(F) 14=-4(F) 15=-4(F) 16=4(9 17=4M 18=4(F) 19--Dn 2D--O(r) 21=-O(F) 22=O(F) 23=0(F) 24-O(F)
25=0(F)
Job
Truss
mss ype
2195
CJ3a
JAtlC 2
1
Job Reference
3wr = Truss UOnq, s, FM Pr , K 31951
1iWC tl1G16'JWII[Yl0 YR6Yfc„+.,,u c, [u,o,u,G nimicy,C.s, m4 p FIaV-
IDig2dNyPb5Kg0Y10bV�ugay151bcg7PFpG3UivRGMbOl16J91/V01•1E7p9sozw6Gl'Cyq
Scale=1:115
1d4
' 0-5-11 '
3-0-0
LOADING (psf)
SPACING-
2460
CSL
DEFL in
Doc) Udell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.42
Vert(LL) -0.04
34 >928 240
MT20 244119D
TCDL 7.0
Lumber DOL
1.25
BC, 0.83
Vert(CT) 0.06
3-4 >595 180
BCLL 0.0
Rep Stress Ina
NO
WB 0.00
Hom(CT) -0.07
2 We We
BCDL 10.0
Code FBC201711712014
Matrix-P
Weight 15 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD
Sburlural wood sheathing directly applied or 4314 oc pudins.
BOT CHORD 2x4 SP No2,
BOT CHORD
Rigid calling directly applied or 10-0-0 oc bracing.
UUTek recomma that Stabilizers and required cross bracing
•
be installed during tnrss erecton, in acrordanca with Stabt¢er
Installation uitle.
REACTIONS. Ob/su:e) 2=129/Mecitanical, 3--III/Mechanical, 4--29310-11-5 (min. 9-1.8)
Max Hom4=77(LC 4)
Max Uplift2=119(LC 4), 3=161(LC 17). 4=171(LC 4)
Max Gm2=129(LC 1), 3=82(LC 20), 4--223(LC 31)
FORCES. Ob) - Max. CompJMax. Ten - AN forces 250 (m) or less account when shown.
NOTES-
1) Wind: ASCE 7-10; Vu1r160mph (--second gust) Vasd-124mph; TCDL=4.2pst BCDL=5.Opsg h=22fk Cat II; Exp C; End.,
GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60
2) This truss has been designed for a 10.0 psf bottom chord fine load nonconanrent with any other Iwo loads.
3) Refer to girder(s) for truss to truss connections.
4) Pmvide mechanical csnnection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at jontntt 2, 161 lb uplift at
joint 3 and 171 lb uplift at jolm 4.
5) Hanger(s) or other cormection davice(s) shall be pmWded sufficient to support concentrated load(s) 31 lb down and 47 lb up at
2-11-0, and 31 Ib down and 47 in up at 2.11-0 on top chord, and 38 lb down and 133 lb up at 2-11-0, and 38 lb down and 133 lb up
at 2.11-0 on bottom chord. The design/selection of such connection device(s) is the responzid ift of others.
6) In the LOAD CASE(S) section, loads applied to the few of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Rod Live (balanced): Lumber Increase=125, Plate Inuease=125
Uniform Loads (pif)
Vert 1-2=64, 1J=20
Concentrated Loads Ob)
Vert 6=131(F=66, 8=66)
PE �7 00
i i� t
ii.F�40RI1D
Job
truss
Inmalype ty
2105
CJ4
JACK 2
1
Jos Refelrsrce o '
so R om Truss cmp eb, Fort pw.. R. 31D51 Roo: &M • Jul 21 2D16 P e220 a Jd 21 Me kLTak IneuaTies, Lc. Tw Aup ] 1a.1245 2a6 Papa 1
ID:Ig2drWPb5K9fhTObVx9ugaytstZ-r92FFpG3UivRGMbOU W 9UVDOh7vFlsoEw6GliCygHaW
,:k7 5"
b7 I 3 i5 -a
Scale=1:132
=11LI!
t-0-4 I 5£8
14-a 4-za
Plate Offsets (XY)-
I2:0-0-804-121 f5:0.1-21.6-111 I5:0.0-00-1-121
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL
in
Qoo)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
0.02
4-5
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.44
Vert(CT)
0.04
4.5
>999
180
BCLL 0.0
Rep Stress Ina NO
WB 0.05
Harz(CT)
-0.02
3
n1a
n1a
BCDL 10.0
Code FBC2017rrP12014
Matrix-?
Weight 17 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No2'
SOT CHORD 20 SP No2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-6-6 oo pudins.
BOT CHORD Rigid coiling directly applied or 1D-0-0 oo bracing.
MTek recommends that Stabilizers and required wss bracing
be Instafled during truss erection, in accordance with Stab1`7
Installation oulde.
REACTIONS. (lb/size) 3=73/Medhanical, 4=5/Mcaanical, 5--205104" (min. 0-1-8)
Max HoR 5=66(LC 4)
Max UpRM -67(LC 4), 4=40(LC 17). 5=179(LC 4)
Max Gmv3=73(LC 1), 4=41(LC 27). 5--230(LC 31)
FORCES. Ob) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
WEBS 2-5=265/160
NOTES-
1) Wind: ASCE 7-10: Vulb-160mph (3-sectnd gust) Vasd=124mph; TCDL=42psf, BCDL=5.0psf, h=22fq Cat II; Exp C; End.,
GCpi=0.18; MWFRS (envelops); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord Ira load nonconcurrent with my other live loads.
3) Refer to girders) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint 3, 40 lb uprdt at joint 4
and 179 lb uplift at joint 5.
5) Hanger(s) or other connection device(s) shall be provided shdrdent to support concentrated load(s) 31 lb down and 47 lb up at
2-11-0, and 31 lb dam and 47 to up at 2-11-0 on top chord, and 38 lb dwm and 133 lb up at 2-11-0, and 38 to down and 133 to up
at 2-11-0 on bottom chord. The designlseledion of such connection device(s) is the responsibility of others.
6) In the LOAD CASES) section, loads applied to the fete of the buss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Rod Live (balanced): Lumber Increase=125, Plate Increase=125
Uniform Leads (pit)
Vert 1-3=54, 14=20
Concentrated Loads Ph)
Vert 7-131(F=66, B=66)
i PE 7 051
Job
Truss
Tnus Type Qty
2105
W6
JACK 1
1
Job Refamce toptional
6ouahm TussComyarLWFW Pisan, M M951
Run: 9220 s JN 212016 PrhR a2s JW m zuiaMRb� TuAu71012A=5 Peg
IDd2drWPbSKg@7ObVxBugaytdZ NU71OWPwwdUBnbXg71ym9TWW,.s 1
Stale-1:172
DII
1-0-4 Ft-9-14I 5-8-2 I e-45 I
1-4-4 0.571 3-tO4 2R-0
Plate Offsets MY)-
i2:0-0-9.0-1-121, f/:0-1-10.1-8{h I7:0-0-0.0-1-121
LOADING (psf)
SPACING. 24)-0
CSI.
DEFL
in
Qoc)
Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC. 0.46
Vert(LL)
-0.07
6-7
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.52
Vert(CT)
-0.08
6-7
>937
180
BCLL 0.0
Rep Stress Ina NO
WB 0.06
HOR(CT)
-0.03
4
rda
We
BCDL 10.0
Code FBC2017/rPI2014
Matrix-P
Weight 30 It,
FT - 20%
LUMBER -
TOP CHORD 2x4 SP No.2•
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (lb/size) 4=75/10lechanical. 5=1221Mechanical, 7=284/0-11-5 (min. 0-1-8)
Max Horz7=133(LC 4)
Max UPIift4=-65(LC 20), 5=91(LC 4), 7=234(LC 4)
Max GMV4=B2(LC 17), 5=122(LC 1), 7=306(LC 31)
FORCES. Qb) - Max. CompJMax. Ten. - AD forces 250 (lb) or less except when shown.
WEBS 2-7-314/177
Structural wood sheathing directly applied or 6-D-0 oc purrurs
Rigid ce0bhg directly applied or 1D." 0o bracing.
MIT recommends that Sta67izem and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation ouide.
NOTES-
1) Wmd: ASCE 7-10; VuIr160mph (&second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.0pst h=22R Cat II; Exp C; End.,
GCpi=0.18; MWFRS (eavalope); Lumber DOL=1.60 plate grip DOL=1.60
2) This buss has been designed for a 10.0 pat bottom Chord rive load noncenatttent with any other rive loads.
3) Refer to girder(s) for buss to truss Connections.
4) Provide mechanical Connection (by others) of buss to bearing pate capable of withstanding 65 lb uplift at joint 4, 91 m uplift at joint 5
and 234 It, uplift at joint 7.
5) Hanger(s) or other connection device(s) shag be provided sufident to support Concentrated lood(s) 31 Ib down and 47 to up at
2-11-0, 31 to down and 47 lb up at 2-11-0, and 3D lb dorm and 60 lb up at 5-8-15, and 30 lb down and 60 lb up at 5-8-15 on top
chord, and 38 lb down and 133 lb up at 2-11-0, 38 lb dawn and 133 Ib up at 2-11-0, and 6 lb down and 1 lb up at 5-8-15, and 6 Ib
doom and 1 Ib up at 5-5-15 on bottom chord. The design/selection of such Connection devices) is the responsibility of others.
5) In the LOAD CASE(S) section, loads applied to the face of the mrss-are noted as from (F) or back (B).
LOAD CASE(5) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Indeasb=125
UnOorm Loads (p6)
Vert 1-4=54, 1-5=20
Concentrated Loads Qb)
Vert 9=131(F=66, B=66) 10=1(F=1, B=1)
b\GEN&`&.`�L�i�.
PE 7r)051
I 1
i�F��<ORID
O
NSS
NSS ype ty
,
1185
GIa
JACK 3 1
Job ReFerenm
Sw rn Truss Con4e . Fort Pert; ft 34851 - - --" I1mr.831a JW 21 2018 Prtt 8720 a Jv1211018 WTek'NEi¢ffi®, Inc Tap Aug 710:12M 2918 Pa9p 1
ID992dM/PbSKgDz7ObVx9ugaytdZ-NU712TFR)OnaeCDpwPmMU%bVk7JtmgTVAVAHaX
7 8-7 7-3.9 11-24
1 8-7 i 5-7-2 1 3-10-11
1:19.1
LOADING (pst)
SPACING-
2-0-0
CS1.
DEFL in
(hoc) Well L/d
PLATES GRIP '
TCLL 20.0
Plate Grip DOL
1.25
TC 0.60
Vert(LL) 0.04
6-7 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL
125
BC 0.65
Vert(CT) -O.D7
6-7 >999 180
BCLL 0.0
Rep Stress Inc
NO
WB 0.18
Hom(CT) -0.D4
4 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Maboc-S
Weight 43 Ib FT = 20%
LUMBER-
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 co pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid calling directly applied or 10-" oc ymcing.
WEBS 2x4 SP No.3
MU k recommends ihat Stabilizers and required doss brad --
be' -stalled dining truss creation. in accordance with Stabilizer
InstaOa, aide.
REACTIONS. ablaze) 4=106/Menhanical, 5=295/Mechanicdl, 8=4011041.8 (min. 0-1-8)
Max Horz 8=178(LC 4)
Max UpliK4=93(LC 4). 5=175(LC 4), 8=300(LC 4)
FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 1-2--405/222, 2-9--i85/27z 9-1O�166267, 3-10�423r257
BOT CHORD 1-8--218/416, 8-12=341/416, 12-13=3411416, 7-13=341/416, 7-14=341/416,
6.14=341/416
WEBS 24=394237, 3E=4871399
NOTES-
1) Wind: ASCE 7-10: Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.OpsF, h=2M Cat 11; Exp C; End.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Thistruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads.
3) Refer to girder(s) for truss to buss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 4, 175 Ib uplift at joint
5 and 300 Ib upldt at joint S.
5) Hanger(s) or other connection device(&) shall be provided suffident to support concentrated load(s) 31 Ib down and 47 Ib up at
2-11-0, 31 Ib down and 47 Ib up at 2.11-0, 30 It down and 60 lb up at 5-8-15, 30 Ib down and 60 m up at SA15, and 63 It, dwm
and 118 Ib up at BS14, and 6311, down and 118 11, up at 8-6-14 on lop chord, and 38 It down and 133 Ib up at 2-11-0, 38 Ib down
and 133 It, up at 2-11-0, 6 lb down and 1 Ib up at 5-8-15, 6 m down and 1 Ib up at 548-15, and 271b dcvm at BS14, and 27 lb
down at 8.6-14 on bottom chord. The designtseledion of such connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face or the truss am noted as front (F) or bark (B).
LOADCASE(S) Standard
1) Dead + Roof Live (balanceft Lumber Incease-1.25, Plate Incn:ase=1.25
Uniform Loads (pit)
Vert 1-4=54, 1-5=20
Concentrated Loads Qb)
Vert 11=71(F=36, 8=36) 12=131(F=66, B=56) 13=1(F=1, B=1) 14=-42(F=21, B=21)
M IBC
��\\
\,N �� `�\CENS
F �
r PE t 051 \�
/
I
r
Job
TMss IYPe Qty ply
ITreas
2195
E1
mow WtUSS 1 1
Job Reference (opHonall
eoemwo uv,.�. r� rai , rL e.m.
III
.. _,._.ID'Jg2drWPb5kgDz70bVxeu9ayLs2:35 jnDBBnXWusRp_ISstOiTnudRETD91e5rygHaZ
6{s8
3X4 II
2
Scale -121.8
Plate Offsets (X Y)— f4'0-" 0-1-01
LOADING (pat)
SPACING-
2.0-0
CSL
DEFL in
Qoc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC OAS
Vert(LL) -0.05
34 >999 240
MT20 - 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.36
Vert(CT) -0.11
34 >658 180
BOLL 0.0
Rep Stress Inv
YES
WB O.DO
HoR(CT) -0.00
3 n1a n1a
BCDL 10.0
Code FBC2017frP12014
Matrix-R
Wright 26 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP N0.2,
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 x pudins,
GOT CHORD 2x4 SP No2
except and verticals.
WEBS 2x4 SP No.3 'Except'
BOT CHORD
Rigid calling directly applied or 10-0.0 oc bracing.
W2- 2x6 SP No2
MTek recommends that Stabilizers and required areas bracing
be installed tluring truss erection, in accordance with Sfabg¢er
Instlletlon aide. '
REACTIONS. (Ib/size) 4--228/0-8O (min. 0-1-8), 3=228/Mechaniral
Max Horz 4=138(LC 8)
Max Uplflt4=67(LC 8), 3=149(LC 8)
FORCES. Qb) - Max. CompJMax Ten. - All forces 250 Qb) or less except when shown.
NOTES-
1) Wind ASOE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDLz4.2psf, BCDL-S.Opsg h=22ft 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 chard live load nonconcu era with arty other Me loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 4 and 149 lb upfift at
joint 3.
LOAD CASE(S) Standard
ENg�.`�ii
y PE �70051
r 1 t
1�TA
�10N�
job
IfussIre"
Type Qtj Fly
2195
Us
MONO MP 1 1
JoD Referenw
sms,an um waeov. con ram, r�.»wi .
ID:ig2d1WPb5kg0a40bV)SugayLs2-RSUGdnDBBNOPusRp_ISstOsJns2fDoTD9teStyq
6-0-0 7� e
660 the
4x4 = Scale =1:19.D
z<4 II -
2 3
LOADING (pst)
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
Code FBC2017/T'P12014
CSI.
TC 0.40
BC 0.47
WS 0.09
Matrix-5
DEFL in
Vert(LL) -0.07
Vert(CT) -0.12
Horz(CT) -0.00
Qoc) Udell Ud
4-5 >999 240
4-5 >596 180
4 Na n1a
PLATES GRIP
MT20 2441190
Weight 31 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2z4 SP NO—'
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2x4 SP No2
except end verticals.
WEBS 2x4 SP No.3
SOT CHORD
Rigid calling directly applied or 10-0-0 no, bracing.
Nh7ek recommends Mat StaWzers and required voss bracing
ba installed during Was emahm, in accordance Wdh Stabilizer
InstaOetion aide. '
REACTIONS. Qblsize) 4=35810-8-0 (min. 0.1-8), 5=37710.8-0 (min. D-1-6)
Max Horz5=136(LC 21)
Max Uplift4=251(LC 8). 5>170(LC 8)
FORCES. Qb) - Max CompJMax Ten. - AO forces 250 Ph) or less except when shown.
WEBS 2-4=2821312
NOTES
1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vesd=124mph; TCDL=4.2pst. BCDL=5.Opst h=22f; Cat II; Fxp C; Encl.,
GCPi=0.18; MWFRS (envelops); Lumber DOL-1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) This truss has been designed for a 10.0 psf bottom chord live lead nonconxalrrent with any other live loads.
4) Provide medlanicel connection (by others) of truss to hearing plate capable of widistanding 251 lb uplift at joint 4 and 170 to uplift at
joint 5.
5) Hanger(s) or other connection device(s) stall be provided sufficient to support concentrated load(s) 97 lb doom and 179 lb up at
6.0-0 on top chord, and 124 lb down and 111 lb up at 6-(W w bottom chord. The designlselection of won connection device(s) is
the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase-125, Plate Inoease=175
Uniform Loads (PB)
Vert 1-2=54, 23=54, 14=20
Concentrated Loads Qb)
Vert 2-64(B) 6=124(B)
GENg��`�1 ii
PE 70051
_r
t
Scale -I:XB
314
►�
9-4 103-0 15-2-t2 20"
6
itt_t2 63F4
Plate Onsets 01
41.
I12:04-t2,0.1-51
[7503t2.0.1A7
LOADING (Psf)
SPA 2-0-0
CSL
OEFL
tr
(Joe)
Well
Ud
PLATES
MT20 -
GRIP.
2441190
TCLL 40.0
Flate Grip DOL t25
TC
Be
0.58
0.58
Vart(LL)
Vert(CT)
0.31
-0.68
13
13
>787
>357
24D
180
Wr20HS
1871143
TCDL 10.0
BCLL 0.0
Lumbar DOL 1?5
Rep Sfrcss Inc NO
WB
0.62
Horc(CT)
0.09
11
n1a
rda
BCDL 5.0
Code FBC2017/TPI2014
Matft-S
Wei0lrt 182 lb
FT = 20%
LUMBER- BRAUMG
TOp CHORD 2v1 SP H02 TOP CHORD SW Waal wood shaathft directly applied or 34G oc purrma.
BOT CHORD 2x4 SP M 31 • tomept end verticals.
WEBS 2z4 SP No.3 BOT CHORD RIO cabin➢ dhedfY applied w 10-0-0 x bmdng.
REACTIONS. (Usize) 16=2232M-7-0 (rrdm D-1-0), 11-22448.7-0 (min. 0-1-8)
Max UPIM645(Lc 61 tr—ee(Lc 6)
FORCES. (m) - Max. CompJNIM Tan. - A9 roars 250 (Ib) or less e»twhen shown.
TOP CHORD 1-16=-384116z 23--77SWO. 3-19=TrsM, 4-19=T75510, 4-20=1031410,
20.21=1031410, 521-1D314Ar, 5-22>1031410, 6-22=1031410, 6a=10314M,
7-23=T74010, B-23=774910 9-24=7749M 9.24--T742M 10-11-3941185
BOT CHORD 16-Z7=014761, 27-28=014751, 15.2S=QW51, 15-29--Of9742, 14-29--019742, 14-30=019742,
30J7=Q/9742, 13-3I=MW42, I""-M734, 32-03=019794, 12-03=01B734,
12-04=014756, 34-35=0/4756, 11-36=0/4756
WEBS 2-16494110, 2-05=1313256, 3-05=45010, 4-15=2197N, 4-13�11SV7, 5-13=42110,
7-13z 0 , 7-12=2196M. 8-12455)0, 9.12=013245, 9-11-4946M
NOTES
1) 2-ply buss to be connected together with led (0.131-jM nags as Mews:
Top chords connected as follows 2c4 - 1 row at 0-7-0 oc.
Bottom shards connected W 1611 W 294 -1 row at 0-3D M
Webs connected as fdllows 2x4 -1 mw at 0-9-0 oc.
2) AD loads am considered equally applied to all plies, except if now as front (F) w back (a) face In the LOAD CASE(S) seoftL Pd to
ply connections have been provided to distribute Ony leads noted S2 (F) or (B). unless otherwise indicated.
3) Wind: ASCE 7-10: Vd1=160mph (3sewnd gusq Vasd=124mph: TCDL=4.2psf: BCAL=3.Opsf: h=t CaL D. Exp C, End..
GCpi=0.18,. MWFRS (emvdope): Lumber DOL=1.60 plate gdp DOL=1.60
4) Provide adequate drainage to prevent water poudmg.
5) AD plains are MT20 plates urdess otherwise Indicated.
6) This truss has been dwi➢ned for a 10.0 psi bottom Wont five load nonconwnent with any dhwTwe loads
7) Provide meduTdal ConneWon (by Others) of buss to bemang plate capable of withstanding 1DO te uprdt at jobd(s) 16. 11.
Codinued on page 2
�� �P•'---Egli- �
1 PE (7 00
-d 1 �SjTA-
i ct�`.ZORID . _��,��
ROSES
8) Hanger(s) or olber amneerme dewke(s) shall be pnvWed ufflbentto support cencedlaled Icad(s) 172 lb dam and 170 m-.up at 0-1-12. 120 m down eiM 48 m up at
14)-0, 29lb down and 31 IMF up at 1-0-0. 66 lb down and 95lb up at 2_", 164 lb dawn and SS lb up at 3-". 201b down and 26 It, up at 3�13, 154 b down and SD lb
Lip at S-0-0, 20 lb down and 28 m up at 54413, 164 lb down and 89lb tip at 7-0-0, 20 m dove and_.28 m up at 7-0-13.164lb clown and 89lb up at 9-0-0, 20 m down and
2016 up at 60-13, 20 m down and 25lb up at 9-&3. 20 lb d win and 26 m up at 11d3. 164 lb don and 89 m up at 11.63, 20 lb down and 26 lb up at 134.3. 1841b
down and 89 lb up at 13i4$ 20:16 down and 26 m up at 1553,164.Lb down and 89lb up st 154K 20lb down and 26 m up at 17-6-3, 104lb down and 69 m up at
17a. 66'lb down and 95 m up at 184-0, 120 It, down and 63 m up at IS.". and 29 lb dawn and 35 lb up at 194l-8, and 172 lb down and 196 m UP at 2044 on tap
chard, and 73 m dorm Arid 175lb up at 2."; 7lbdoom and 0 m up at 3.0-13, 7lb down and 0Ib up at 6*43, 7lb down and 0 m up at 7-0-13, 7 m down and 0lb up at
187.53, ant 791b down end 1 5 lbup at at �18� on bo8an dmd. The �deaWselection 0f � mRmecSon dewiea(s� 0n responsibility N others.
down eid 016 up at
LCMCASE(S) Standard
1) Dead + Root live (balanced). goober 1ncreas®�L25, Plate Increase=125
UnTomt Loads (PID
Veit 1-10-180, 11-16=10
Concentrated LnsdsQb)
_ Vert 1 70 10=76 2-58 15=0n 3=-5612-M 9--SS 17-74 16=5(F) 19= 58 2D=59 22�W 29= 59 24 39 26=SM 26=5 27=68(F) 28=Dn M=Gn
30=C" 31=0(F7 32=0(F) 33=0(F) 34=0(F) 35=65M
�i wGENgF�`�1
/ PE 7 051
� I
1
J^ /
GRID
,1
t
ado= 1wA it 3r4= U411 31A= 1a411
A R a 7
Scats -127.3
440 =
a
II
— W= 3c4= 4x12 MI20HS= tM4= -^-
�
LOADING (PS)
TOLL 40b"
TCDL 10A
BCLL 0.0
BCDL 6.0
SPACING- 2-0-0
plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Ina NO
Code FBC2017frPl2D14
CSL DEPL in (bc) VMd Ud
TC 0.93 Vert(LL) -0.3510-12 >647 360
BC 0.75 Vert(CT) -0.4810-12 >398 240
WB 0.95 Horz(CT) 0.05 9 Na Ne
Matrix-
PLATES GRIP
MT20 244MBO
MT20HS 197/143
Wnd9ht 73 lb FT=2D%
,
r U?ABF a- BRACRIG-
TOP (:FIORD
Structural wood sheatdng directly applied or 1-92 oe Patlas,
TOP CHORD 2x4 SP No.2
except end vetMals.
BOT CHORD 2x4 SP M 31
BOT CHORD
Rigid oiling dimody applied or 10" oc bracing..
WEBS 2a4 SP No.3 -Ex pP
Wrol, recommends mat SiabTaers end required cross bracing
W3: 2A SP No2
be installed during truss erection, In accordance with StabTaer
Inste ation wride.
REACTIONS. (lblarr-e) 14-•-97IM,&S (mtn. 0.1-8), 9=1206N4-0 (mtn. 04-8)
FORCES, (m) - Marc CompAVlax Tea - AO forms 250 (lb) or less accept when sham
TOP CHORD 23=358510, 34=358=. 4.5=4156810, "--4168610, S-7-3422M, 7-8=-3422M.
9-9=115310
BOT CHORD 13-14=aM962, 12-13=DnSB9, 1142=013957, 10-11-=967
WEBS 2-14=207810, 2-13=(I11789, 343=50610, 6.12--33142, S-10=593N, 8-10=013377
NOTES-
1) Unbalanced floor Owe bads have been considered for this despi.
2) AN plates are MT20 plains unless ofhavlse Indicated.
3) The Fabri ahm Tolerance at joint 4 - 203k)MM 11 = 20%
4) Recommend 2x5 strongbado, on edge, spaced at 10-0-0 as and fastened to each buss wflh 3-tod (0.131' X 3) nags.
SOongbada to be aflacthed to waft at their outer ends or rests ned by other means.
5) Hanger(a) or other connection device(s) shell be provided saillot d to support concentrated Ioad(s) 437 to dose at 12-5-12 on
bd1tom chord. The designlseledion of such connection device(s) Is the responsibility of others
6) In the LOAD CASE($) sec5ah6 loads applied to the tam of the truss ore acted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Floor Live (balexhcod): Lumber Increase=lAO, Rate Increase=1.00
Uniform Loads (pN)
Van 14=100, 944-10
Concentrated Loads (m)
Vat 10 =437(F)
r
t
We= 1r4 II 3X4= 1n411 3X4= to 11
1 3 4 5 6 7
Scale-1va
4X10 =_
6
3X5= 3d1= a"= 4X12Mr20H5= Sx14= 2XS 11
5-141 q i7H 12.4.4 1f}73
eau
Plate Ormels ICY)-
1.61
LOADING (pso
SPACING 2-0
CSL
DEFL
in (loci)
Uddl
Lld
PLATES
GRIP
TCLL 40.0
Pie" Grip DOL 1.00
TC 0.93
Ved(LL)
-0.3510-12
>547
36D
MT20
2441190
TCDL 10.0
Lumber DOL 1.00
BC 0.76
Ved(CT)
-0.4810-12
>398
240
MTZOHS
1871143
BOLL 0.0
Rep Stress ihcr NO
WE 0.95
Hom(CT)
0.05 9
Na
Na
BCDL 6.0
Coda FBC2017ITP12014
MatrurS
Weight 731b
FT = 20%
LUMBER -
'TOP 2X4 SP NO2
BOT CHORD 2X4 SP M 31
WEBS 2X4 SP No.3 —E Pr
W3: 2x4 SP NO2
REACTIONS. (n9dze) 14=97IM-5-8 !min. 04A. M20810-" (arm. 0-1-e)
BRACING -
TOP CHORD StruChaai ward 6heaN'urg d4ee8y applied a 1-9.2 oc Pmrms,
except and varteals.
BOT CHORD Rigid calling directly applied m 10-00 oc bracing.
MTek nacommerds Bret e'^•"'^"s and required cross bracing
be installed during truss erection. In accordance with Sfabd'aer
Installation pulde.
FORCES. (lb) - Max. CcmpJMei Ten. - AD fmrzs 260 ((b) or less empt when shown.
TOP CHORD 2a=358810, 3-4359910, 4-5==M. 5-6-=3588M. 6.73422M, 74=3422M,
8-am-11mm
BOT CHORD 13-14=GM962, 12-13=013588, 11-12: 8 S7, 10-11=aM987
WEBS 2-14=-W78/0, 2-13=GM789, 3.13>508M. 6-12-633142, S.10=593/0, 8-10=0M377
NOTES-
1) Unbalanced floor rive loads have been considered for this design.
2) All plain are, MT20 plates unless otreness hrdxated.
3) The Fabrication Tolerance at Joint 4.2G93 Joint 11 - 2D%
4) Recommend 2xS evongbacirs, an edge, spaced at 10-0-0 oe and fastaned to each truss with 3.10d (0.131- X 3-) nabs.
Strengbacirs to be attached to was at their order ends or restrained by other means
5) Hanger(s) a other connection devices) shall be proWded sufficient to support concentrated loed(s) 437 lb down at 12512 on
belbm chard. The deslip"ectim of such connection devim(s) is the responsibility of others
6) In &a LOAD CASE(S) section. bads applied to gra face of the mss ma noted as frond (F) or back (B).
LOAD 1) Dead++ Fl0000rSLhe �ancml : Lumber Increase=lAO. Plate Increase=1.00
Un borm Loads (PH)
Vert 141--100, "4-70
Concentrated Loads (lib)
Vert 1D=437(F)
M. 13t
\�Q' -�CENgF.`���
PE 7 051
i l
i "c.jrA
�.4ORID����`��
Soda -1232
1x4 It 1x4 11 tx4 It 414 =
1 414 =
zo 11 701= 2rA If Ira= 24111
44)1 2 6114 &10-0 13103
4 n 4 0.- 2 2-94 2-11-0 44F4
Plate Offsets MY)-
f5.0-0-00-0-01 17'0300441].
19*3404-81.
HO'04-00.1-91
LOADING 03Q
SPACING-
1.0-0
CSL
DEFL
in
(loc)
Udefl
Lrd
PLATES
GRIP'
TCLL 40.0
Plato Grip DOL
1.00
TC 0.57
Vert(LL)
-0.02
6-7
>999
360
MT20
2441190
TOOL 10.0
Lumbar DOL
1.00
BC 0.62
Vert(CT)
-0.03
6&7
>999
240
BOLL 0.0
Rep Stress Ina
NO
WS 0.04
Horz(OT)
0.00
6
we
Na
SCOL 5.0
Code FSC20177TPI2014
MatrbtS
Weight 68 Ib
FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP NO2 TOP CHORD Strughuel weed sheathing directly applied or 6-9-0 oc Pudas;
BOT CHORD M SP Not - except end ver60als•
WEBS 2c4 SP N" i SOT CHORD Rigid ailing drecily applied or 1030 oc Inamig.
REACTIONS. All bearings 540-0 except glmlengtt) 10=MCNani al, 6=MmhaW=L
(m) - Max Gray All reactions 250 lb or less at Imngs) anspt 10=391(LC 1), 6= 442(LC 4), 9=1561(LC 1). 7-I676(LC 1).
B-967(LC 3)
FORCES- (1b) - Max CcmpAAwL Ten. - All to 250 (m) or less exept when shows
NOTES-
1) Unbalanced floor live loads have been considered for the design.
2) Refer to peder(s) for buss It, truss cxmectb n
3) Re=nmend 2x9 sM*adm. an edge. epaoed at 10-0-0 a and fastened to each buss with 310d (0.131' X 3) nalls.
Stmfgbatlu to be a9a mhed to walls at their outer ends or resbained by other means
4) Hanger(s) or other connection devm(s) shag be previdel7 su0lcent to support =narmated load(s) 671 lb down rd 1-10-4. 671 lb
down at 3404, 671 lb down at 5104, 671 lb down at 710-4. 671 Ib deem at 9404, and 671 Ib down at 11-104. and 103 m
down at 1141.4 an boMm, chord. The designlsdea00n of such connection dev ae(s) Is the msponsmgay of otters.
5) In the LOAD CASE(S) season, loads applied to the face of the hose: are noted as fined (F) or back (B).
LOAD CASEM Standard
1) Dead + Floor live (bah meed) Lumber Invaase=lAO, Plate Imaease-=1.00
Uniform Loads (ptf)
Vert 1.5=59, 641)=S
Conwntmtod Loads Qb)
Vert 8Y 671(9) 7w71(13)11w71(B) 12-.671(8) 13=671(13) 14=654(F=183, 8=-671)
' PE 05'
r
f
4d1=
scale=tUSs
31011
4X5 =
3x4 II 3s4 11
2b16 681 6/-0
2-&15 2$3 2-1Ft6
Piste Mesta MY)—
rt•0-1-120-1121 I4'0-112.0-712116:0.2-8.0-2.07
r/'0-2-80.2-01
-
LOADING (PSO
SPACING 2-0-0
CSL
DEFL
in
(loc)
Udell
Ud
PLATES GRIP,
TCLL 40.0
Plata Grip DOL 1.00
TC 0.51
Vart(LL)
-0.06
6-7
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL 1.00
BC 0.62
VergCT)
-0.09
64
>999
240
BCLL (1.0
Rep Stress bar NO
WS 0.91
Ho2(CT)
0.01
5
n/a
n/a
BCDL 5.0
Code FBC2017lrPI2014
Metrb[.S
Weight 85 lb FT-20%
WMBER- BRACING -
TOP CHORD 20 SP Nn2 TOP CHORD
BOT CHORD 216 SP NO2
WEBS 2x4 SP N0.3 BOT CHORD
REACTIONS. Qb/size) e=397M-5-0 (min. 0-1-0), 5=1933M4-0 (rain. 0-1-9)
FORCES Qb) - Max ConpJMmr. Tea - Atl faces 250 Qb) or few mkcePt when shomm.
TOP CHORD 148=1478/0, 1-2-SW2210, 2-3�392210, 34-392210, 451-149010
BOT CHORD 8-9=0l324, 7-9=0=4.7-10=013922, e-10=0f3922, 9-11=/127, 511-01d27
WEBS 1 7=0l3820, 4-6=MM .
Struchuat wood sheathing dre tly applied or 5-11-13 oc pudba,
except and vedirais.
Rigid ceft directly applied or 104)-0 co bnaraig-
NOTES
1) 2-ply truss to be connected together with 10d (0.131-S0-) rags as fblkw
Top chords connected me Boars 2x4 -1- roar at 0-9-0 oe.
Bottom chords connected as fclaw 2)6 - 2 nM9 staggered at 0-7.0 on.
Webs conneeled as f ftl 20 -1 ma at 0-94 on.
2) All loads are considered equally applied to an plies, except U crated as front (F) or back (6) face in the LOAD CASE(S) section. Ply to
Fly connections haw been provided to dis sbade orgy loads rated as (F) or (B), unless o benm'mse hKlicated.
3) Unbalanced floor The loads hems been mrhsidered for this design.
4) Recommend 2x8 strongbadks, on edg% spared at 10." oc and fastened to each truss with 3-10d (0.131' X T) rags.
Strongbac ks to be attached to walls at their outer ends or restrained by other mean.
5) doarnHanger(s)t.6-12, or endconnection
85ro down sis� and 86be 1 m dmn at 6sufficient -s12 onbo�ri, e� load(s)
aesignuMecllan of � Zmh�h�an
device(s) Is the respomib7kly of others.
LOAD CASE(S) Standard
1) Dead + floor Live (balanced): Lumber Increase=1.00. Plate Increase=1A0
Untione Loads (M
Vert 1-4=-100, 54=10
ConcenbaLoads Qb)
Vert 7=-861(8) 9=-864(B) 10--861(3) 11=861(B)
PE 7 051
A
Job Nss N6aTypo
2195 FOF FWDR 1 1 Lb Reie�IB
swan Truv .Fon Peae.asassl-._ tsm:� BiO°p�bs�o ob° "+ureFta sDwico!n"`zz5�imt"�Biora'ta55v+R+�ray ¢'
0
1 W= 2 124 II
im 11 3c4 =
Smle-12A
3-e-a
LOADING (psf)
SPACING`2.40
CSL
DER In (Ioe) 0de0 Lfd
PLATES GRIP
TCLL 40.0
Plata Grip DOL 1.00
TC OM
Varga) 0.00 4 — 350
MT20 24411l10
TCDL 10.0
Lurober DOL 1.00
SC O.D4
Ved(CT) -OM 3-4 n98 240
I
BCLL 0.0
Rey Stress Inc YES
WB 0.00
Ho2(CT) -0.00 3 nfa nfa
SCDL 5.0
Code FBC2017frPM014
Maba-P
Weight 18lb FT = 2M
LUMBER-
TOP CHORD 2X4 SP NO2
SRACMG-
TOP CHORD Sbumuet wood sheathm0 dmc0y appOW 0r 341.8 oe pm8rm,
BOT CHORD 2X4 SP No.2
emeo and WrbC ls.
WEBS 2M SP No3
BOT CHORD Rigid raft dbmdly ap9ed or 10-04 oc bradri0.
NLfek reeammetds that Stabi'vem and required cross bradrrg
be NsaOed durmg figs erection, in a=rdancs With Stab
Insta0a5on Rulde
RE=MNS_ (lbfsrs) 4=1800-4.0 (mN. 0-1.8), 3=1SWMmhaWCW
FORCES (m) - Mmc Comp.IMmr. Ten. - AD forces 250 (lb) or less emeptwhen shown.
NOTES,
1) Rebw to ghdw(s) for INss to truss connections.
2) Rarmnmerd 236 sftmmback¢. mr edge. spaced at 10" on and fastened to each ftm with MOd (0.131 X 7) rmaa.
Sbongbadm fi be abadmd to waft at their outer ends or n'strafied by other memrs.
TDZa_S:t =M W-TT
job
Qty pw Pm 2105 ,
21M
FLt
ROOF MUM 2 1
Job Reference
SWC,OO TnM C®WOIOa. Ytll V,Hm. K 3PJSl
0.1.8
HI
,a u®eaw;� wY
lOd4zantvP65icgDnobvx9ayayGizJKTodZtnl3gpxf aC7lco7v0529GG>GiHeetnA7yygxat
14a a6�l}eB
Saleb= 1x1
11m II
1x3= 34= tars ll
1x3= 412 w It Sam FP= 1X3 11
1 2 3 d 5 a O
ww= 1a3 II 4XB=
e a 10
lard II
U6 =
to=
ti
23
m
Sam= 34= w 11 3(4= WOMT20HSFP= gym= a's
1x3 II 2a SP=
Plate Offsets MY)-
MS-3-12,EdmL 14b-1-0Edge1
HO'0312.Ed9e1
f139-2-0Ed9e1115-.04-SEdgel
118'044Edpe7
LOADING (psi)
SPACING. 2-0-0
CSL
DEFL
In (toe)
Well
LId
PLATES
GRIP
TOLL 40.0
Plate Grip DOL 1.00
TC
0.52
VeR(ld.)
4L4513-15
a533
360
MT20
2441190
TCDL- 10.0
Lumber DOL 1.00
BC
0.75
I
Ved(CT)
-DM 13-15
>382
240
MT20HS
1871143
SCLL 0.0
Rep Stow Bur YES
WB
0.77
Horz(CT)
0.08 12
n1a
We
BCDL 5.0
Code FBC2017/TPiZD14
Matrb(-5
Weight 102 m
FT - 20%F. 11%F
LIALBER- BRACING.
TOP CHORD 2x4 SP M 31(flaq TOP CHORD Structural wood sheathing direly applied or G-0-0 w purram,
BOT CHORD 2z4 SP M 31(&d) except end var&Ws.
WEBS 2x4 SP No.301al) BOT CHORD Rigid oDfta crondy applied or ill" oe lancing.
REACTIONS. (@Jslze) 12=1107N-" (min. 0-1-6), 19=110716841 (mhL a141)
FORCES. (m) - Mac CornpJMac Ten. -AD forces 260 (to) or less elncopt when shown.
TOP CHORD 23521/0, 3352110, 4•b=-051810, 6�i=951810. 8-7=451BI0, 7-e�-451810, B-e-355310, 9-10=355310
SOT CHORD 18.19=02(F78, 17-1"4518, 16-17-MIB, 151"4518, 14-15=014379, 13-14=QMM, 12-13-012088
WEBS 10.12-2309/0, 2-19=2297M, 10-13=0116M, 2-1841/7596, 8-13=91310, 4-18-131310, 8-15=--WI53
NOYM
1) Unbalance floor live bads have been considered for Vila design.
2) AD Plates are MT20 pates unless otherwise i dimade&
3) The Fabrication Tolermrm at Joint 14 v 11%
41Recommend 2tm sbongbadm, on edge, spaced at 10A D m and fastmred to eaM buss with 3-10d (0.131 X 37 nags.,
Sbmngbadm to be attached to wags at tteir outer ends or resbab" by other me
LOAD CASES) Sacdand
\10E/�rSF
i
r J� PE 70051 �I
Job nos I wo b Pt. M95
Mae P1.2 ROMTRUSS T 1 Job Refanree
swlca Twn , P9e Flax, FL 31951 fOor B.77es JW 2t mse iMik 823ts aWi�RWIC1mMY�RDh,�JES I�G4dNBHFX0Y9
ball
I
as=
410 ba II
i— 1-12 i
3,5 =
W FP-- Us 11 3c1= tYt {I 418=
a v s 9
3r0= UO 11 W= WO MT2B6 W= 34=
W SP=
Scffi=1849
tr6 11
14=
b0=
10
1B H}
t9
W=
Plate Offsaft MY)-
MM-3-12.Edne1 [4U1A
Edae7 FW0-3-12.Ed0e1,
1120.2-0EdBel
I44'0.1-8 tdoel 0&,a-" EABet
_
LOADING (PSU
SPACING-
2.0-0
CSL
DEPL
in Q0o)
Udell
Lfd
PLATES
GRIP .
TCLL 4M0
Plate Grip DOL
1.00
TC
0.49
Vert(L.L)
-0.441244
>548
36D
MT20
244M90
TCDL 10.0
Lumber DOL
1.00
SC
0.70
Vart(CT)
-0.61 12-14
>391
240
MT20HS
187A43
BCLL 0.0
Rep Stress bw
YES
WB
0.76
Hoa(CT)
0.08 11
fda
Ne
5A
Code FBC2017frP*014
hlatr&S
We1lld eB lb
FT = 20%F. ME
JrrwmFR. BRACING -
TOP CHORD 2c4 SP M 31QIe0 TOP CHORD Stnmhoal wood AsaO" direa9Y applied a &" ee WrrtM5,
SOT CHORD 2M SP M 31QIatj
WEBS 2c4 SP No:3(ss4 BOT CHORD RiI�d' 09M doe* BPPrmd or 16AO oe bradn8.
REACTIONS. (0)ISI e) 17=116oI -4-0 (min. 0.140. 11=t1Dola-" (mhr. 0-141)
FORCES. Qb) - Mac CompJMac Ten. - AO forces 25D (b) a less except when shown.
TOP CHORD 2-3-=34841D, 34=3N94/0, 4.5=-446516. 54=4465M. 6-7=446SM, 74=362510, 8-9=352510
BOT CHORD 16-17=G2084, 15-16=0)4465, 14-1S=0/446S, 1514=09=. 1243=0f4333, 11-12=OM4
WEBS 9-11=228310, 2-17=-2282J0, 9-12-11805, 2-16=aN581. 3.46=,WIM, 7-0Y-66310, 4-16=128210, 7-14=24SMS
NOTES.
1) Unbahmced floor rwe loads have bean ccermerad for Ids desln.
2) A8 plates are MT20 plates -unless o8rerwbe indketwi._
3) The Fabdeafwn Tderarree at omt 13 =11%
4) Recommend 2dl sUMbada, 0n edge, spate at 104).0 0o and fastened to each buss w0h 3.10d (0.131• R 3) nalls.
StrceMbads to be atlaMed to w20s at 0reir outer ends a reshsined by 02w moms.
5) CAUTION. Do not erect buss badwaids.
Job rUSa InusType pw Flee 2115
2195 F13 ROOF TRUSS 6 t Job Reference
So e= T= Cmepmks. Fool P'c,u, R 30ISt - RucD� e��Pti c eV ?'e a sa" NOrm4kt. Ne Mm Au0 6 ;y=4 reye �t�
rtgvFOmMy69B90h1JEBBR64eLgXynNrsJXOygxell
7-68
bit II
ba it Us= ate FP= 3a4=
b[1 II 4ffi=
9�= 110 II W= 3dD MT2DKS FP-- 3Sa=
24 SP--
sae=t�s4
1r3 II
3,5 =
Plata Offsets MY) -
12A-3-12 Ednel 14-0-1-8Edael. 19.OS12E:dne1
112:0.24 Ednal
114:0-1.8 Ecloo) [16.04-0 Fdnel
LOADING (PSI)
SPACING 2-0-0
CSL
FOEFL.
Fn (loc)
Odell
Ud
PLATES
GRIP .
TCLL 40.0
Plate Grip DOL 1.00
TG
0.44
V41t(LL)
-0.3712-14
>639
380
h"'20
2441190
TCDL 10.0
Lumber DOL 1.00
BC
0.63
Ved(CT)
-0.6312-14
>446
240
MT20HS
1971143
SCLL 0.0
Rep Stress low YES
Wit
0.74
Hors(CT)
0.07 11
nla
n1a
SCOL 5.0
Code FBC2017frP12014
Metric¢
Weight: 9s lb
FT=20%F, 11%E
TOP CHORD 2x4 SP M 311Tat) TOP LUMBER. BRAOC ORD Structural wood Smal im9 dnx9y applied M 6fi9 oc pmOns,
GOT CHORD 20 SP M 31(1120 axe* and verf ais.
WEBS 2x4 SP No.3(W SOT CHORD Rigid nrding directly applied or 10-68 oc bracing.
REACTIONS. (N/W2e) 17=1082M-B-0 (min. 0-1-8). 11=10990-4-0 (min. D-140
FORCES. (lb) - MeL CempJMmL Ten. - All fmoes 25D (Ib) or less euept when shoran.
TOP CHORD 2-3=342110, 3-0=3421I0, ' s--:=10, 64--43251D, g-7=-0325f0, 7.8=4446M, 8.9=3Mi610
BOT CHORD 1S17-0R025, 15.16--W4325, 14.15=W4325, 13-14=0/4218, 12-13=014218, 11-12=a 2034
WEBS 9-11=224910, 2.17=223910, 9-12=11H661, 2-16=DMS44, 3-16—M/33, 7-12-85310, 4-16=118910, 7-14=2631566
NOTES
1) Unbalanced floor Iive Wads have been canslden:d for this design.
2) AD plates ant NIT20 plates unless otherwise hMcated.
3) The Fabrication Tolerance at joint 13 = 11%
4) Recommend 2x6 strangbadts, on edge, spaced at 1041.0 0o and fastened W each truss with 34Dd (0.131' X 7) nails.
Strongbada to be attached to wage at heir outer ends or restrained by other means.
6) CAUTION, Do not erect base badnrrards.
LOAD CASE(S) Standard
J PE 70051 �l
�.
Job
ru55
Trum Type Plan 2105
FL4
IPW
ROOF m 1 1
Tam
Job Relereme
IO.ig2dM'P451CgQc4�imgvKLnMy68B90h7JMSd34dd9anNFXOYgYZH
2-44 —I F°-'�'�
Stale=192
1A II 10 II 3x4= Us FP= 1A 11 3d1= boll
3 4 5 6 7 9 9
15 14 is t2 11
3a5 = WMT20H3 FP= w II w II 30 = 3x _
3A =
Plate Offsets My)—
I2034 Edge? [6:0.1.6 Edge) 1E834
Edgel I71.0.1-12 Edgel.
[15.0.1-8 Ed^a]
LOADING (psi)
SPACING- 24)-0
CSL
DEFL
In (Ioc)
Udell
Lid
PLATES
GRIP
TCLL 40.0
Flats Grip DOL 1.00
TC 0.84
Vert(LL)
-0.4211-12
>452
360
MT20
244/ig0
TCDL 10.0
Lumber DOL 1.00
Be 0.68
Ved(CT)
-0.5311-12
>360
240
UT20HS
187/143
0.0
Rep Strom Incr YES
B 0.S3
INS
Hor2(CT)
0.04 10
nfa
n!a
BCDL 5.0
Code FBC20177rPI2014
MattKS
Weight 79 Ib
FT = 20%F, 11%1
OPBCHHORD 2x4 SP M 31{flat) T=eW TOP CHORD Structural wood sheathln9 dbectiy applied ar 6-0-0 oa pwOns.
T2: 2r4 SP Na2(0et) except and VelOcdL
BOT CHORD 2x4 SP M 31M BOT CHORD Rigd cerm0 dhecify applied or 104-0 oc bracing.
WEBS 2x4 SP No.3(0at)
REACTIONS. (Ibls¢e) 16=690f1)80 (mOL 0-1-8). I&WOM4-0 (min. 04-8)
FORCES. (1b) - Mmc CompJNla. Ten. - AD forces 260 (m) or less -'when shorn.
TOP CHORD 2-3=4769/0, 3-4=-2769M. 445=476910, 6-6=26M. 6-7=-2620/0, 7.8=2620I0
BOT CHORD 15.16=0/1606, 14-15=01Z769, 13-14=0=69, 12-13=Qa769, 11-12-02769, 10-11=0603
WEBS 8-10=177210, 2-16=1776/0, 8-11=011124, 245--0/'1332, 7-11-354f0, 3-15=41410.
541�1647346
NOTES
1) Unbalanced 0aor live loads have beau considered for this design.
2) AO plates are MT213 plates unless otherwise Indicated.
3) Remmmend 2x6 sfrmgbadts, w edge, spared at 1D4-0 co end fastened to each truss with 3-10d (0.131- X 37 nags.
Strongbadts to be attached to waft of their otter ends or restrained by other means
4) CAUTION, Do not erect tnm badwiards.
LOAD CASE(S) Standard
loss uas YPe b
2i95 F33E r1/�atE t 1 Job ReWence
SeuOen Thm . FM PIs+R. R 3495i Poa. ea2o a ,IWDi����Oa.aa YaAD41 � Nc Nm� a.t0.9��16a,TPYV�
H
Seats: 37-T
...5.9:Y
l,.y..H<u+'j-..e'Nyw!.:e»&�&kf_i'.`.2Yt.?f'Ji.
1.. 280
14-0 11d-0
4-0-0 5-0-0
140 1d-0
980
1h
o."
1d
9-4D
1-0-0
10$0 12-0-0
1-0-0 1.4-0
t3-0-0
1�0
143o tli-0-0
- 140 1-0-0
1%40 1E-tl-0 lall+i
1-0-0 1.4e 13a
LOADING (Pat)
SPACING-
2.0.0
CSL
DEFL- in
P-)
Udes Ud
PLATES GRIP
TOLL
40.0
Plate Grip DOL
LDO
TC
0.09
Ver*4 . nfe
-
n/a 999
MT20 244M90
TOM
10.0
Lumber DOL
1.0D
SC
0.01
Vert(CT) Ida
-
Na 999
BCLL
CA
Rep. Stness Inc
NO
WS
0.03
Horz(CT) 0.00
17
n)a Na
BCDL
5.0
Code FBC2017frP12014
Matrb(-R
Wefght SS lb FT � 20%F. 11%E
LUMark- BRACMG-
TOP CHORD Dc4 SP No2(0a1) TOP CHORD Stuch ah wood saeal siq dilediy SPOW c 6fi4 eo MOW.
BOT CHORD 2x4 SP No2(tlaQ except end veNrals
WEBS 20 SP ND.3(tpQ BOT CHORD RIg)d m0ing diledy applied or ib" on bhecing.
OTHERS ZA SP Ne.3(Baq
REACTIONS. All bearings 19.1".
0b) - Max Grav At reactions 250 lb or less at)oicd(s) 32, 17. 31. 30, 29.20. 27. 26, 25. 24, 23. 22, 21.20. 19.
16
FORCES. Pb) - MwL CornpJMex. Ten. - AD fonts 250 (b) or less except when shown
NOTEs-
1) A0 Plates are I.-& MT20 udess oche else indicated.
2) Gable mquves continuous boftom dxml bearing.
3) Truss to be fuW sheathed from one tam or oecur* braced agala d lamal. movement (La diagonal Web}
4) Gable duds spaced at 130 ec.
5) Recommend 2xS.stangbadm, on edge. spaced at 10-0-0 oc end fastened to each truss with 340d (0.131' X 31 na3s.
Simngbsdcs to be atadled to wags at Onstr outer ends or hesbained by other means
0) CAUTION. Do not onset fuss badnverds.
LOAD CASE(S) Standmd
\\\0\11I.
f� PE 70051 �I
i ct `,40RID
10 11 12 13 14
• 27 26 25 24 23 22 -- 21 2D 1B 18 17 18 15
314 =
N5
Truss ype Qw
jJob
2195
FUE
GABLE 2 1
.cob Rgfeienw
se,mao ,ase ..wrymm, rve rem, r� e.w.
oilre
IPlg7dANPb9CgPt?ObVr9ugaytsR Ys53DN2AW 1BFAkewl4 W nSUsrh?08TZW ILBryQ7�7
Scale=1258
1 2 3 4 5 6 7 B B
LOADING W SPACING 24l-0 CSL I DEFL in floc) Nell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vertfl.L) n1a - Na 999 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n1a - Na 999
BCLL 0.0 Rep Stress Inc NO WB 0.03 Horz(CT) 0.00 15 We Na
BCDL SA Code FSC2017JTPi2014 Matrb(-R Weight 71 m FT = 20%F, 11%E
LUMBER- BRACING ,
TOP CHORD 2a4 SP Ne?¢Ial) TOP CHORD Sbudmel wood sheadnng dtrecly applied or 640-0 oc pudins.
SOT CHORD 2x4 SP No2(fho except end veftals.
WEBS 2x4 SP No,3(W SOT CHORD Rigid calling dbemy appbed or 10" 0C taming.
OTHERS 2x4 SP No.3(0m)
REACTIONS. AB bearings 183-0.
(m) - Max Gmv An motions 25D lb or less at)olm(s) 27, 15, 26. 25. 24, 23, 22, 21, 20. 19, 16,17, 16
FORCES. (Ib) - Mac CompAlwL Ten. - A9 fcas 250 (lb) or less except when shovm.
NOTES
1) AD plates are 1x3 MT20 unless otherwise Indicated.
2) Gable requires continuous bottom dyad. bearing. .
3) Tnrs In be fu0y sheathed from one face or seamy braced against Inane! movement (Le. diagonal web).
4) Gable studs spaced at 14-0 oG
5) Recommend 24 strongbad¢, on edge, spaced at 10" .oe and fastened to each t us with 3-10d (0.131' X 3) nalis.
St ongbacim to be a0ached to wells at their outer ends or reshatned by other means.
6) CAUTION, Do not erect tams badovards.
LOAD CASE(S) Standard
Truss n1a9 CRY a
2185 IU ROOF TRUSS 4 1 Job Relemce
50,9ie0 Tmw Gmvwml, FD1 F® kR 81951 R,vc89Da.W 2129tBP0R BTTDaJW212018 Ylrek=10F, Hug 8faO1�132018 PeW1
IDip?m W PD61r00z1OD10dlugayldZ•Ys..'"40412NOkJFNtewL4ILnL4slotFa7kVJtl6TY9�'1
3d1=
32A �
Us II to It a,4= IX311 3�=
316= IA it ba 11 3xs=
Plate Ol[sets DLYI-•
12:& 6 Ed0e1 f5:0.1-6
Edp L P O-M
Ed9el f1C4142.E510eL
f13-.0-7-0 Edael
LOADING (psf)
SPACING-
24)-0
CSL
TC 0.57
DEFI—
Verd(LL)
in Qoc)
-0.381041
tlde0
.496
Lld
3SO
PLATES GRIP.
MT20 244MSD
TCLL 40.0
TCDL 10.0
Plate Grip DOL
Lumber DOL
1.00
1.00
BC 0.66
Vert(CT)
-0.4810.11
>395
240
BCLL 0.0
Rep S1nss Inc
YES
WS 0.61
Hcrz(CT)
0.04 9
n/a
n1a
Weight 77 lb FT = 20%F, 1196E
BCDL 5.0
Code FBC20177TP12014
MalmS
LUMBER- lffmulr4G
TOP CHORD 2x4 SP M %1(04 TOP CHORD Sbuchnal wood GtMWNM dkedly Wrod or 6-0-0oe Pudtns,
BOT CHORD 2x4 SP M 31(0at) except end ve10ce1L
WEBS 2x4 SP N6.3(0m) BOT CHORD Rigid selling di edY applied or 10-" oc bmdM
REACTIONS. (Wsize) 9=871lMedmnkal; 14=87110-7-0 (min. 0-1-8)
FORCES. (lb) - Max CompJMax, Ten. - All forces 250 (Ib) or less accept when shown.
.TOP CHORD 23--271610, 3.4=-271510, 45=ZT1510, 55=25881q 6.7�250610
BOT CHORD 13.14=0M5g7, 12-13=O2715, 11-12--012715,10.11=012718, 9-1D=aHSe1
WEBS 7-9=174910, 2-14�175410, 7-10=Dfllll, 2-13=OM291, 6-10=-36010, 3.13=-40110, 570=142/351
NOTES-
1) Unbalanced Door We loads have been sensMemd for Sim design.
2) Refer to girder(s) for buss tD tnw setmec I .
3) ReoDmmend 2x6 s4mlgbeck% on edge, spaced et 100-0 ec and fastened to ench truss with 3-10d (0.131' X 3') oases.
Stmngbadm to be aGarhed to walls at the)r oular ends or restrained by a01er means.
LOAD CASE(S) Standard
\CElVS+�;`��i
PE l 051
,off-d0-1
a
Job
Imss ype .
]TRAM
219a
Fla
ROOF mass 8 1
-
Job Refaence.
.�w�rau .w. w.y..uze, rvn rem. r� aw,
2-"
R ID]g2drWPbW4W?ObV,:9wF �YsMO41ZVO� j Ake !4LwLWSIMJaTA LLOTygnce+
Scalo-12U
36= 11211 1411 815= 1>ct11
2 3 4 5 8
Plate Offsets MY1-
f20-24).Edne1 15.0-2-O.Ed9e7
f9tiL1-9.ESpe7,
19.0-1-e,Ed9e7
LOADMG (psi)
SPACING-
2.64
CSL
DEFL
in
QW)
Wall
Lid
PLATES
GRIP
TOLL 40.0
Plate Grip DOL
1.OD
TC D.54
Ved(LL)
.0.18
7-8
>922
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.00
BC 0.97
Verl(CT)
.023
9-10
>630
240
SCLL 0.0
Rep Stress Inc
YES
WB 0.36
Hom(CT)
0.03
7
nla
Na
BCDL 6.0
Code FSC2D171rP12014
MUlJtKS
Weight 60 lb
FT = 20%F. 11%E
LUMBER. BRACING -
TOP CHORD lb*t SP M--3.1T^." TOP CHORD Shmftual wood dhec-fly applied er 0h0 0o purCns;
SOT CHORD 2x4 SP No2(04 except end verticals.
WEBS 2x4 SP No:3(lial) SOT CHORD Rigid rrAmg dive* app0ed or 10-M oc bracing.
REACTIONS. Qblsae) 7=978Rdechankat, 10=B7610-7-0 (mh 0-1-8)
FORCES. Qb) - Max. ComplMax. Ten - AD tnrces 250 Qb) or less except when shown.
TOP CHORD 2J=171410, 3h--171410. 45=-17141D
SOT CHORD 9.10=0/1171, 89=011714, 7-8=011171
WEBS 6-7-129410.2-10=-12S410. 6-8=MB7. 2-9=121897
NOTES-
1) Unbalanced ilaot Um loads have been considered for this design.
2) Refer to girder(s) for truss to truss connec5ans.
3) Recommend 2x8 strcn9badrs, on edge, spaced at 105-0 M and fastened to each fuss with 3-10d (0.131' X n rats.
Stmngbad¢ to be attached to wags at their outer ends or retained by other means.'
LOAD CASE(S) Standard
yPe tr
210 FL7 ROOF TRUSS t .t
Job Reference
emRmp Tnm , FoM1 PDrte, R 3/a3f nDpc 622D a Ua1212Me P1mt f1110 a Jo1212M Spores V01417 a, bp:. Nm Aug' 61ea1:49 2010 Pape t
ID�2sMDpltSKgOz70DVi8ugsyk2-YsSiD472NOtjFAtevMLwOfws7tlIDTxWILSrygXUd
2S-0 ' !:!= --- i 1 �
Scale=117J1
-- - 3m= 1C111 to 11 3r4= w 11
2 3 4 5 12 6
314= to II w II 31A= �*`_
LOADVIG (psQ
SPACING-. 2-0-0
CSL
DEFT. M (toe) Well Lid
PLATES Cw ,
TCLL 40.0
Plate Gap DOL 1.00
TC 0.37
Verqu) 0.00 a — 360
MT20 2441190
TCDL 10.0
Lumber DOL 1.01)
SC 0.25
Vert(CT) .0.05 7A >099 240
I
I
BOLL 0.0
Rep Stno s Inv YES
WB MID
Hm(CT) MOD 7 We nla
Weight 51 lb Fr = 20%F. 11%E
SCDL 5.D
Code FBC2017/rPt2014
Matrk-S
LUNsm- BRACING -
TOP CHORD 2'Rd SP ho2Q1'6P} TOP CHORD SDuchem—, e�— -''.eaft 8
&a* applied or B-0'9 m pmF.ns.
SOT CHORD 2x4 SP N0.2(tblt; except end vmfimls�
WEBS 2x4 SP ND.3Qlat) SOT CHORD Rigid eadIng d rer9y applied or 6-0-0 oe blacft Evc*t
10-0-0 oc bradng: 78.
REAC ION& Ali beamigs 6a10-0 excopt (It4eng9Q 7=0.6.0.
,
(lb) - Max UpTdt M wgR 100 lb Dr Sus at JoWs) 9
Max Grav M macfmm 250lb w less at )oint(s)1t. 9 except 7=20(LO 1). 8=437(LC 1). 10534(LC 1)
FORCES. Qb) - Max. CcMJMat Ten. - M forces 250 Qb) or lass aaapt when shaven.
SOT CHORD 741=DM5
WEBS 6.7=.327/0, 5-0 =36610, 2-10=3nrl)
NOTES-
1)Unbalanced floor Me loads (rave -been considered for ltft design.
2) Prmide meNenical wnnea m (by others) of teas to beading plate capable of wilhshndag 100 m WM at,pbd(s) 9.
3) Recommend 2x6 stiongbadg, on edge. spamd at %" co and fastenad to each Doss with 3-10d (DA31• X 2n nabs.
SDangbado to be attadnad tD was at then Duty ends cr resbalned by other nne m
LOAD CASE($) Standard
$� /�IgI/Z
/ _PE7 05i _
v\
Job Trues
TuSS TYPe 1y
2195 HV10
GABLE i fly
Job RelererhLe fiorq
IDig2drWPbSKgOz70bVx9ugaylslbvlRfr7Epy4ry12RdNhHhO4XOBBEsOtUcSpnCdJyq Y
54-0 I 10-00
54-8 acre
Scale=1:1&3
3x4 =
1X4 II
2 3
2(4 II
4
6 5
�° 1X4 II 2x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEPL
in Qoc)
Udell
Ud
PLATES GRIP '
TCLL 20.0
Plate Grip DOL
125
TC 0.46
Vert(LL)
nPa -
Na
999
MT20 244/190
TCDL 7.0
Lumber DOL
125
BC M37
Verl(CT)
me -
nfa
999
BCLL 0.0
Rep Stress Ina
YES
WB 0.06
Ho2(CT)
0.00 5
n/a
n1a
BCDL 10.0
Code FBC2017rrP12014
MatrixS
Weight 34 Ib FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,
SOT CHORD 2x4 SP No.3 except and verticals.
WEBS 2x4 SP No.3 SOT CHORD Rigid calling d'necily applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MTa" recommend that Staba¢ers and required cross bracing
be installed dudng tnss erection. in accordance with Stabgaer
Instellation aide.
REACTIONS. Qblaize) 1=164110-0-0 (min. 0-1-8), 5=1D1n0.0-0 (min. 0-1-8). 6=41011G." (min. 0-")
Max H=1=104(LC 8)
Max Upli t1=56(LC 8). 5=54(LC 4), 6=171(LC 5)
Max Gmvl=164(LC 1). 5=122(LC 18). 6=410(LC 1)
FORCES. Qb) - Max Comp./Max Ten. - All forces 250 Qb) or less except when shown.
WEBS.. 3-6=-2881218
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-1 D; Vult=16umph (3-serum! gust) Vasd=124mph; TCDL=42pst, 8CDL=5.0psh h--221p Cat IC Exp C; End.,
GC1pF0.1 B; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water pondng.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord five load nonconcrrnerd with any other five loads
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1, 54 lb uplift at joint 5
and 171 lb uplift at joint 6.
LOAD CASE(S) Standard
CEN R- ��--_Lb
PE 7 051
i 1
OR)o �.�'`���•
u
O
Na5
N95 ypC
.
2185
FNfi
VAl1EY 1
i
Job Relerenra
soumwn mar uaNar es, con rase, n ssVar IDJq2dtWPb5Kg0z?ObVzBuqaylstZ-VI%17Epy4fj12RdMHh04x6IBt.Ei I SpnCdJ rW
54-8 BAO
5-"
3n4 = Scale =1:154
2x4 II
3 4
6 5
2x46 1x4 II ZA II
LOADING (psi)
SPACING-
240-0
CSL
DER
in Qoc) Wall L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TC' 0.13
Vert(LL)
n/a - ala 999
UT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.11
Vert(CT)
n/a - Na 999
BCLL 0.0
Rep Stress Inv
YES
WB 0.05
Horz(CT) 0.00 5 Na Na
BCDL 10.0
Code FBC2017/PPI2014
Matrb(S
Weight 21 lb FT - 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP NOY
TOP CHORD
Structural wood sheathing dhedly applied or B-0-0 as pudins•
BOT CHORD 2z4 SP No.3
except and verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 104D as bracing.
OTHERS 2x4 SP No.3
Mi recommends that Stabgaers and required cress bracing
be installed during truss eneotion, In accordance with Stabilizer
'
Installation guide.
REACTIONS. Qb/sae) 1=65/60-0 (min. D-1-8), 5-91M-00 (min. 0-"), 6--224/6-0-0 (min. D-1-8)
Mae: Horn 1=104(LC 8)
Max UpliBS=-43(LC 8), 6=130(.0 8)
FORCES. Qb) - Max CompJMax Ten. - All forces 250 Qb) or less except when shown.
NOTES-
1) Unbalanoad roof the loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Veld=124mph; TCDL-42psh BCDL=S.Opsf, h=2211; CaL II; Exp C; End.,
GCpl--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Gable requires continuous bottom chord bearing.
5) This buss has been designed for a 10.0 psf bottom chord five load nonconaurent with any other five loads.
6) Provide medranirai connection (by others) of truss to bearing plate capable of withstanding 43 lb upfdt at joint 5 and 130 lb uplift at
joint S.
LOAD CASE(S) Standard
\CENgF/
PE 7 051
i (
ob
cuss
ype b
2t85
Hvs
vnLLEv'nrss
1
1
Job Reterenw
IO.ip2dANPbSKgOz70bV>dk+paylstZ-vIRh7Epy4fj12RdNhHhO4�fsHBGTOuacSpnCd.ygNaY
ss-e I e-o-o
' Si-E 2-7A
Scale =1:155
LOADING (psi)
SPACING 2-0-0
CSL
DEFL.
in Occ)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC026
Ved(LL).
Na -
n1a
999
MT20 2441190
TCOL 7.0
Lumber DOL 125
BC 0.20
Vert(CT)
n1a -
n1a
999
BCLL 0.0
Rep Stress Inc YES
WB 0.06
Horz(CT)
0.00 5
n1a
n1a
BCDL 10.0
Code FBC2017/TP12014
MatdxS
Weight 27 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2SP No.3 x4 TOP CHORD
StNutu al woad sheathing directly applied or 6.0-C oc pudins,
BOT CHORD 2x4 SP N0.3
erupt and ver5cals.
WEBS 2x4 SP No.3 BOT CHORD
Rigid roiling directly applied a 10-0-0 oc bracing.
OTHERS 2(4 SP No.3
MlTek recommends that Stabilizers and required crass bmdng
be installed during truss erection, in ecurdance with Stabill
Installa8on aide.
REACTIONS. pbislie) 1=988-0-0 (min. 0-1-8), 5=123184I-0 (min. 0-"), 6=307/8-0-0 (min. 0-1.8)
Max Horzt=1D4(LC 8)
Max Upltft1=17(LC 8). 5=60(LC 4), 6=158(LC 6)
Max Gmv1=98(LC 1), 5=123(LC 18), 6=3D7(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - AO torus 250 (Ib) c less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for th¢ design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf•, BCDL=S.Opsf, h=2M
Cat II; Exp C; End.,
GCpi=0.18; MWFRS (envelope); Lumber DOL�1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water Funding.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads.
6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 17 @ uplift
at joint 1, 60 lb uplift at joint 5
and 158 Ito uplift at joint 6. _
LOAD CASE(S) Standard
PE 713051 _
0 �<v
0
Truss
I N99 lype Oty
ply
,
219
J2
JACK 16
1
Job Reference
ID•192drWPESKgOftObNdlu9aYlslLrvKuORDZGTPOn01EFHEDJ(smvOcw J_NSZOyq ea
-0-0
2
' J]-0
1
LOADING (pst)
SPACING-
24)-0
CSI.
TCLL
20.0
Plate Grip DOL
125
TC 0.06
TCDL
7.0
Lumber DOL
I
1.25
SC. 0.16
BCLL
0.0
Rep Stress Inv
YES
WB 0.00
BCDL
10.0
Code FBC2017rrPI2014
Matrba-P
LUMBER -
TOP CHORD 2x4 SP No2
SOT CHORD 2x4 SP No.Z
Seat -1:8.7
DEFL.
to
poc)
Udell
Ud
PLATES GRIP
Vert(LL)
0.00
4
>999
240
MT20 244/190
Vert(CT)
0.00
4
>999
180
Horz(CT)
-0.01
2
No
n/a
Weight 6 Ib FT - 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-" oc pudins.
SOT CHORD Rigid calling directly applied or 1040 oc bracing.
M Tek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
Installation oulde.
REACTIONS. Oh/size) 2=54/Merhanical, 3=10S/Mechanical, 4=19WO.&O (min. 0-1-8)
Max Horz4=46(LC 8)
Max Up]Ut2--55(LC 8). 3=105(LC 1). 4=67(LC e)
Max Grav2=54(LC 1), 3=52(LC 8), 4=198(LC 1)
FORCES. (lb) - Max. CompJMax Ten - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22R 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 far a 10.0 psf botbm chord five load noncancunent with my other [he loads.
3) Refer to girder(s) for truss to truss cannedons.
4) Provide mechanical connection (by others) of truss to hearing plate capable of wilhatanding 55 m uplift at joint 2, 105 Ib uplift at joint
3 and 67 Ib uplift at joint 4.
LOAD CASE(S) Standard
PE 7051 q
Job
Truss
Tras lype uty
PPI
21"
J]e
NONO'MUSS e
1
Job Reference
awmwn r—�—. roc ram, rc we=i
1
ID9g2drWPb61(gOYtObVx9ugeytstZ-zvKuORDZOTPONHEFHEDJrsmY _UJ_VISZDygHaa
4-0 36-b
2-2-0
Scale=1:11.8
LOADING (psf)
SPACING- 24
0-0
CSL
DEFL in
Qoc) Wall Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC- 0.08
Vert(LL) 0.00
5 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
(
I
BC 0.06
Vert(CT) 0.00
5 >999 180
I
BCLL 0.0
Rep Stress Ina YES
INS 0.03
Horz(CT) -0.00
3 n1a n/a
BCDL 10.0
Code FBC2017rfP12014
Matrix-P
Weight 12 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2'
TOP CHORD
Structural wood sheathing drectly applied or 34-0 oc pudins.
BOT CHORD 2x4 SP No2
BOT CHORD
Rigid ceiling directly applied or 10" oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required moss, bracing
be installed during buss erection, hi accordance with Stabler
Installation guide.
REACTIONS. Qblsize) 3=38/Mechanical, 4=8/Mechanicai 5--20810-8-0 (min. D-1-8)
Max Hom S--78(LC 8)
Max Upli113=-52(LC 8), 5=71(LC 8)
Max Grav3=38(LC 1). 4=28(LC 3). 5=208(LC 1)
FORCES. (lb) - Max. CompJMax. Ten - All forces 250 Qb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VuIY-160mph (3-secmid gust) Vasd=124mph; TCDL=42psf. BCDL=5.Opst h=221K Cat 11; Exp C; Encl..
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This thus has been designed for a 10.0 psf bottom chord live load nommneurrertt with arty other live loads.
3) Refer to girder(s) for buss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing Warn capable of withstanding 52 lb uplift at joint 3 and 71 lb uplift at
joint S.
LOAD CASE(S) Standard
\\ M.BlI Z
! PE-7 051
BTA
��O � '�o��s 4-
b
russ _
mss ype tY
2195
J4
JACK 1]
1
Job Referetrw
ID:g2drWPb5K90210bVx9ugaylstZ-zvKuORDZOTPONHEFHEDJFsmWOeEw PJ_VISZQygHaa
13-0 4-0-0 _
Scale=1:128
1
LOADING (psf)
SPACING-
2-04
CSI.
DEFL in
(loc) Ildefi Lid
PLATES GRIP '
TCLL 20.0
Plate Grip DOL
1.25
TC 0.08
Vert(LL) -0.00
4-5 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.06
Vert(CT) -0.00
4-5 >999 180
BCLL 0.0
Rep Stress Inv
YES
WB 0.04
Hom(CT) -0.00
3 da We
BCDL 10.0
Code FBC2017ITP@014
Matrbr-P
Weight 13 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2'
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc purtins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid calling directly applied or 10.0-0 oc bracing.
WEBS 2x4 SP No.3
MTek recommends that Stabilizers and required cross bracing
be installed during buss erection, in accordance with Stabilizer
Installation nuide.
REACTIONS. ob/size) 3=58/Mechanical, 4=20/Mechanical, 5=213/0-6-0 (min. 0-1-8)
Max Hoa 5-90(LC 8)
Max upiiKi- 67(LC e), 5=73(LC 8)
Max Gmv3=58(LC 1), 4=43(LC 3). 5=213(LC 1)
FORCES. (Ib) - Marc CompJMax. Ten. - All forms 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3•secord gust) Vasd=124mph; TCDL=4.2pst; BCDL=S.Opsh h=2M Cat II; Fxp C; End.,
GCpf=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom Mod live load nommncanent with arty other live loads.
3) Refer to guder(s) for truss to lass connections.
4) Pmvide mDamical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at hint 3 and 73 lb uplft at
joint S.
LOAD CASE(S) Standard
\\�\W IIII/ /�/�i//
��GENgF.`��i
j PE 7 051
1L L _. }
i
o ruse
toss ype ry
2fa4 JB
JPCx ]
1
Job RGefenm
1
I
- --
IDdg2diNIPbSKgOz?ObVx9ugeyts¢zv-KuORDZOTPOn0�FHE0.1fsj50bgwaJ VISZOy(Haa
13a 6Aa
ta-0 I 4-9a
III
� 1-0-0 I tta6
sJvh
9ma=1:17.8
Plate Offsets MY)-
Mo-0-12p-1421, 150.0.0
0.1-121
LOADING (pat)
SPACING- 2-"
CSL
DEFL
in
Coo)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.28
VergLL)
0.03
45
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.21
Vert(CT)
-O.D4
4-5
>999
18D
BCLL 0.0
Rep Stress Ina YES
WB
0.07
HOR(CT)
-0.02
3
n/a
n1a
BCDL 10.0
Code FBC20171fP12014
Maboc-P
Weight 19 lb FT - 20% .
LUMBER -
TOP CHORD 20 SP No2
BOT CHORD 2x4 SP No.2
WEBS 2:4 SP NOS
BRACING -
TOP CHORD StruWrdl wood sheathing directly applied or 6.0-0 cc pudins.
BOT CHORD Right cE0'mg directly applied or 10.0-0 co Grating.
MiTek recommends that Stab012ers and required MW Dnatng
be installed during truss erection, in accordance with Sbb0¢er
Installation nuide.
REACTIONS. Cb/si7e) 3=112IMechanical, 4=49/Mechaniimi. 5=278/0-6-0 (min. 0-1-0)
Max Hom S=134(LC 8)
Max Uplfit3=-116(LC 8). 5=96(LC e)
Max Grmr3--112(LC 1), 4=83(.0 3), 5-278(LC 1)
FORCES. (lb) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL-42psf, BCDL=S.Opst h-= Cat II; Exp C; End.,
GCp".18; MWFRS (emrelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord five load noncoriorrrent with my other We loads.
3) Refer to girder(s) for buss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3 and 96 lb uplift at
joint S.
LOAD CASW) Standard
Job
Imes
rasa Type
21M
JB
JACK 20 1
Jos Reference o
So ere Trves C o`pN ' Fu4 Perm, F4 34951 K1m: e32e a Jul 21201a P e22e s JW 21 2018 MDek edmbea, Ne Tue AW T 10:12<0 2015 Pa9� 1
ID:WAr WPbSKgCz?ObV,gu9aytstLVjmWCSLW I9H9Ab12hZJ_n6JN_BPBW9AmrYXly9Han
13-0 8-0-0
i-3-0 8-n-0
Scale -121.9
C-'1
Plate Offsets MY)—
[20-0-12.D-1-121 [5:0-14.1-1-81. [5:D-0-0.0.1-121
LOADING (psi)
SPACING- 2460
CSL
DEFL
in
(Ioc)
Vdet
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.61
Vert(LL)
0.12
4-5
>675
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.48
Vert(CT)
-0.D9
4-6
>936
180
BCLL 0.0
Rep Shoes Inc YES
WB 0.10
Horz(CT)
.0.06
3
Na
Na
BCDL 1D.0
Code FBC2017frP12014
Matrix-P
Weight 25 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP N0.2 '
BOT CHORD 2x4 SP No.2
WESS 2x4 SP N0.3'
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (Ib/site) 3=163/1,11echanical, 4=75110ledianical, 5=349/1)6-0 (min. 0-1-8)
Max Hors6=179(LC 8)
Max Upfdt3=163(LC 8), 5=121(LC 8)
Max Gmv3=163(LC 1), 4=122(LC 3). 5=349(LC 1)
FORCES. (@) - Max ComplMax. Tart - AD forces 25D (Ib) or less except when shown.
WEBS 2-5=324/340
Structural wood sheathing directly applied or 6-0-0 ce pudins
Rigid calling directly applied or 160-0 oc bracing.
'9,7 recommends that Stabilizers and required cross bredrrg
be installed dudng tnlss erection, in accordance with StebO¢er.
Install
wide.
NOTES-
1) Wind: ASCE 7-10; Vuh=l6Dmph (&second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.0psf, h--= CaL II; Exp C; End.,
GCpi=0.18; MWFRS (envelope); cardlie rar left exposed; Lumber DOL=1.60 plate grip DOL=1.61)
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other Dve loads.
3) Rarer to girder(s) for tress to truss mnnecdor¢
4) PmMo mechanical connection (by others) of truss to bearing plate capable of withstanding 193 Ib uplift at joint 3 and 121 lb uplift at
joint S.
5) This truss Is designed for a creep fador of 1.00. which is used to calculate the Vert(CT) deflection per ANSUTPI 1. The building
designer shall verify that this parameter fits with the intended use of this component
LOAD CASE(S) Standard
PE 70051 fi
oTruss
Truss Type Qly Ply
3195
Jet
MONO mP 1 1
Job Reference
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ID'192dANPb5KggaytslZ-zvKuORDZOTPONHEFHEDJisaROUaw_J_VLSZOYq
7 L8 ea.a
7.4.6 ' 0.7-0 '
n
R
3x4 - Scale =1213
W II 4
LOADING (pal
SPACING- 24-0
CSL
DEFL In
(hoc) Udell Vd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.85
Vert(U) 021
14 >432 240
M720 244/190
TCDL 7.0
Lumber DOL 1.25
I
BC 0.68
I
Vert(CT) -0.35
1.4 >267 180
I
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Ho=(CT) -0.05
3 We n/a
BCDL 10.0
Code FBC2017r1P12014
Matm-P
Weight 27 It, FT - 2D%
LUNBER-
BRACING.
TOP CHORD 2x4 SP NoY
TOP CHORD
Structural wood sheathing dhectly applied or 2-2-0 oc pudins.
BOT CHORD 2x4 SP No2 -
SOT CHORD
Rigid calling directly applied or 10-0-1) co bracing.
WEDGE
MTek recommends that Stabflaers and required toss bradng
Lett 2x6 SP No2
be installed during truss erection, in accordance with Stabilizer
Installation aulde.
REACTIONS. (b/s¢e) 3=1901Mechanical, 4=95/Mechanical, 1-284I0-64)
(min. D-1-8)
Max Horz 1=167(LC 8)
Mal[ Upldt3--164(LC 8), 1�101(LC 8)
Max Gmv3=190(LC 1), 4--142(LC 3), 1=284(LC 1)
FORCES. Pb) - Max CompJMax Ten. - Ali forces 250 (b) or less except when shown.
NOTES-
1) Unbalanced roof live loads haw been considered for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opst h=221i; Cat 11; Exp C; End.,
.GCPI=D.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 nonconcunerd with any other live loads.
5) Refer to glyder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing ply capable of withstanding 164 lb uplift at Wmt 3 and 101 b uplift at
joint 1.
LOAD CASE(S) Standard
I, o
Job
iruss
Truss Type PW
V95
IIV2
VALLEY 1 1
Job Reference
.wren. „Mw ro.—. rL.» l
2x4 5
M1 ID3 drWPb6 7ObV vl n,mnv=a. �c riaY
q2 K80z x9ugaytsQ- RMEpy4fj12RdNhFthO4x7kBJD0uUc3pnC41yq
SMI17 2
3
Scale -16.9
I
LOADING (psi)
SPACING-
2.0-0
CSL
DEFL.
in Qoc) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.04
Vert LL)
rda - n1a 999
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC. 0.03
VargCT)
r9a - We 999
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Horz(CT) -0.00 2 We n/a
BCDL 10.0
Code FBC2017/TPI2014
Matra-P
Weight 5 lb FT - 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP Nc.3
TOP CHORD
Structural wood sheathing directly applied or 2.0-0 oc puriins.
BOT CHORD 2a4 SP No.3•
BOT CHORD
Rigid celTmg directly applied or 104-0 be bracing.
'
bbTek recommends that Stabilizers and required cross bmdng
'
be installed during teas erection, in accordance with Stabi aer
Installation nuida.
REACTIONS. Qb/stze) 1=4724)-D (min. 0-1-8). 2=3424)-D (min. 0-1-8).3=132-0-0 (min. 0-1-8)
Maly Horz 1=28(LC 8)
Max Upfift't=16(1-C 8), 2=35(LC 8)
Max Grav1=47(LC 1), 2=34(LC 1). 3=25(LC 3)
FORCES. Qb) - Max CompAOarr. Ten. - An forces 250 Qb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psh h=2= Cat 11: Exp C; End.,
GCpi-0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.6D
2) Gable requires continuous bottom chord hearing.
3) This truss has been designed for a 10.0 psf bottom chord five load nonconcortent with any other We loads.
4) Bearing at joint(s) 2 considers parallel M grain value using ANSVTPI 1 angle to gram fomlWa. Building designer should verify
rapacity of bearing surface.
5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 16 lb uplift at Met 1 and 35 lb upfi8 at
joint 2.
LOAD CASE(S) Standard
Job Truss
Truss lype Gly Ply,
2195 MV4
VALLEY 1 1
Job Reference (opironap
nW IOJg2drWPbSKgDz7ObVx9u� mi mvuevms, me i un rwg r runcna zero yq i
gaytst2-vIRG7Epy4f12RdMrHh04x40BH90ulkSpnCdJygHaY
7
244 20 II
scale-1:11.1
I
LOADING (pst)
SPACING-
2-0-0
CSL
DER
in (Ioc) Udell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL)
n1a - n1a 999
MT20 2441190'
TCDL 7.0
Lumber DOL
125
BC. 0.19
Vert(CT)
We - n1a 999
BCLL 0.0
Rep Sbess Ina
YES
WB 0.00
Horz(CT) 0.00 n/a n1a
BCDL 10.0
Code FBC2017/TPI2D14
Matrix-P
Weight 13 Ito FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc pud'ms,
BOT CHORD 2x4 SP NoX
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid calling crwecdy applied or 1D-M oc bracing.
riT reeommerW5 that Stabilizers and required cross bracing
be installed during fnrss erection, in aaoMance with Stabilizer
Installation aide. ,
REACTIONS. (lb/size) 1=11614-0-0 (min. 0-1.8). 3=116/4-0-0 (min. 0-14)
Max Hom 1=7D(LC 8)
Mmr UPTM 40(LC 8), 3=-69(LC 8)
FORCES. Qb) - Max. Comp./Max Ten. - All forces 250 Qb) or less except when shown.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psF, BCDL=S.Dpsf; h=221k Cat Il; Exp C; End.,
GCp'i=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.BD
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconconent with any other Five loads.
4) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 40 to uplift at joint 1 and 69 lb uplift at
joint 3.
LOAD CASE(S) Standard
\�0\\III II I I/// ///,
��i
r f PE 713051 �t
A
A