HomeMy WebLinkAboutTRUSS PAPERWORKTRUSS
COMPANIES
Southern Truss
2590 N. Kings Hwy
Fort Pierce, FL 34951
(772)464-4160 * Fax: (772)318-0015
3eneral Truss Engineering Criteria & Design Load:
"ullding. Code and Chapter. _
FBC2017/TPI2014 -- —
37.0 psf ROOF TOTAL LOAD
160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise)
No.
Date
Truss ID#
1
02101/19
Al
2
02101/19
A2
3
02101119
AM
4
02/01/19
ADD
5
02/01/19
MA
6
02/01/19
MD
7
02101/19
A5A
8
02I01/19
ASD
9
02101119
ABA
10
02/01119
A6D
11
02/01119
AM
12
02/01119
AM
13
02/01/19
AB
14
02101119
A9G
15
02/01119
A10D
16
02101/19
A11DG
17
02/01/19
cl
18
02/01/19
02
'
19
02101/19
CM
•20
02/01119
CJ2
21
02/01119
CA
22
02/01119
CJ6
23
02101/19
CJB
24
021011W
D3G
�
U2%01119
J2
26
02101/19
J2A
27
02/01/19
J4
Project Information:
Job Number.
J1900135
Customer.
Ryan Homes
Name:
Oakland Lake ��AA
Address:RN
Computer Program Used.
MiTek Version: 8.23 Oct 2—
NIA
St. Lucie County
This cover sheet is provided as per Florida Statute, 61 G15-31.003 in lieu of signing and
sealing each individual sheet. An Index sheet of the truss designs is attached which is
numbered and with the indentification and date of each drawing.
Engineer of Truss Design Package
Brian M. Bleakly
FL Reg. Eng. No. 76061
2590 N. Kings Highway
Fort Pierce, FL 34951
No.
Date
Tmss tD#
28
02/01/19
J6
29
02101119
JB
30
02101119
V4
31
02101/19
V8
32
02/01119
V12
33
0=1119
V16
34
02/01/19
V19
REVIEWED FOR
,ODE COMPLIANCE
3T. LUCIE COUNTY
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TYPICAL DETAIL (9 CORNER. - HIP
~ NOTE: NDS=National Design Specifictions
for Wood Construction.
132.5# per Nail (D.O.L.Factor=1.00)
rids toe nails only have O.B3 of
'lateral Resistance Value.
ALLOWABLE REACTION PER JOINT
® UP TO 2668 — 2-16d NAILS REQ'D.
® UP TO 394# = 3-16d NA4S REO'D.
2-16d
nail
s ac.
Typical jack 45'
attachment
TYPICAL CORNER LNMW
Typical Hip —jack'
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1-J3 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d
nails
— — — — —
BC
— — — — — ——
2-16d
nails
-----
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TC
— — — — — — -
2-16d
nails
— — — — —
BC
— — — — — — —
2-16d
nails •
— — — — —
J7 TO HIP GIRDER
TC
— — — — — — —
3-16d
nails
— — — — —
BC
— — — — — ——
2-16d
nails
— — — — —
;.
HIP JACK GIRDER (CJ7) TO HIP
GIRDER
TC
— — — — — — —
3-16d
nails
— — — — —
BC
— — — — — ——
2-16dnails
— — — ——
E WNW GRADE OF WMBER LOADING (PSF) SIR DICK: OOS
T.C. 2x4 SIP //2
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Fort Pierce Di
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COMPANIES
FL 34951
(BDO)232-0509 (772)464-4160
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Falc(772)31B-0016
Bn'3n M. Bleakly Struat Eng #76051 2590 N. Kings Highway. Ft Plerce FL 34951 772-464-4-160
1
TYPICAL DETAIL @ CORNER - HIP
NOTE NDS=National Design Specifictions
for Wood Construction.
132.5# per Nail (D.6.1-17actor--1.25)
nds toe nails only have 0.83 of
lateral Resistance Value.
ALLOWABLE REACTION PER JOINT
® up TO 2o# - 2-16d NAILS REO'D.
® UP TO 3941 = 3-16d NAILS REWD.
lfr-
use
toe
Typical jack 45'
attachment
TYPICAL CORNER LAYOUT
Typical Hip -jack'
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1-J3 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d nails
- - - - -
BC
- - - - - --
2-16dnails
-----
J5 TO HIP JACK GIRDER
TC
- - - - - - -
2=16d nails
- - - - -
BC
- - - - - --
2-16dnails
- - - --
TC
------
3-16dnails
----
BC
-------
2-16dnails
----
HIP JACK GIRDER (CJS) TO HIP GIRDER
TC
- - - - - --
3-16dnallsBC
-----
- - - - -
2-16d nails
TRUSS
COMPANIES
MUM GRADE OF LUMBER]( LOADING
T.0 34 SYP I L
B.C. - 2x4 �SYP TOP. 20
WEBS 2t4 SW Nei Bomil as
SPACM 2V
Fort Pierce Division
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SPACING AT 24' O.C.
SCAB -BRACE -DETAIL I ST - SCAB -BRACE
Note: Scab -Bracing to be used when continuous
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THIS DETAIL IS NOTAPUCABLE WREN BRACING IS —
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APPLY2x SCAB TO ONE: FACE OF WEB WITH
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MAXIMUM WEBLENGTH=•12'-D'
SCAB BRACE 2X4 MINIMUM WEB -SIZE -
MINIMUM WEB GRADE OFWS
0
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L-Brace size
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Note: This deteg NOT to be used to coined T-Brace / 14Brace
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W as
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2z6 1 US (7 T-Brace 2xS 143MM
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Nags
Braes Size
for Two -Ply Truss
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sracwa Web Size 1 2
2x8 or 2x4 W T-Braw 2x4143raca
2xb 2x6 T-Brace 2x81 Brace
2x8 120 T-Brain � u o. _
T-Brace/ 1 Brace must be sane spedes said grade (or baiter) as web member.
(q NOTE If SPwaba amused in tit trrss,lx4 or US SP braces must be stress
rated boerds'wbadesigavafuestlatam equal to (orbettes) the trussweb
For SP buss Wmber grades up to ti2wbh 1X_bmdng material, use IND 45 forT_S
For SP tuss kmdw grades up to #1 with 1)Lbmft nmtetal, use IND 55 for T-BracoaR Brace
D
runs
truss lype
y
la3lDA{JJJ
Al
COMMON 3
7
Job Reference o tlonal
O MWn In—, rL rieme, , S Ubl
7x
3x5 34= 3,5 = 3W — us = 5x9
3x5 —
5116 In
I$
Plate Offsets (XYl—
(1:0-1-12.0-0-121. tz:o30.a1-12t
(9:0-0.0.0.1-iat,
t11:0.5-t z.a1-01
LOADING(psf)
SPACING- 2-"
CSI.
DEFL.
in Ooc)
Udell
Vd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO
0.58
Vert(LL)
-0.24 14-15
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.96
Vert(CT)
-0.5514-15
>971
180
BCLL 0.0
Rep Stress Ina YES
WB
0.89
Horz(CT)
0.16 11
rda
rda
SCDL 10.0
Code FBC2017rrP12014
Matrix-
Weight 251 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP M 31 -Except'
T1: 2x4 SP No.2
BOT CHORD 2x4 SP No.2 •Excepr
B1: 2x4 SP M 31
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-9 oc pudins.
BOT CHORD
Rigid Calling directly applied or 2-2-0 no bracing.
WEBS
1 Row at midpt 8-11
2 Rows at 1/3 pis 2-18
REACTIONS. (size) 18=0.8.0 (min. 0-1-8),11=D-8-0 (min.0-2-1)
Max Horz18=193(LC 9)
Max Upli018=565(LC 8). 11=605(LC 9)
Max Gmvl8=1633(LC 1), 11=1735(LC 1)
FORCES. (lb) - Max. CompJMax Ten. -All forces 250 Ob) or less except when shown.
TOP CHORD 23=307311081, 3-4=293911102, 45=24771924, 5-8=24711918, 6-7=2853/1072,
7-8=298611052, 8-9=7591323, 9-10=6201157
BOT CHORD 17-18=109112864,16-17-82812492, 15-16=-82812492, 14-15= 457/1856,
13-14=-644/2471,12-13--6442471,11-12--868Y2768, 10.11-188/630
WEBS 2-17-211I286, 4-17=1851477, 4-15=643/462, 5-15=3591827, 5-14=352/814,
6.14=618f459, 6.12=1581399,2-18'='190/1046,9-11=424/364, 8-11=-2394f/62
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Cpsf•, h=15R, Cat II; Exp C; End., GCpF-0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads.
4) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at)oinl(s) except Gt=lb)18=565,
11=605.
LOAD CASE(S) Standard
i
_ ( PE 76051 (; �
e
MMS
ruse ype
1833-0A4AN
A2
HIP 2
1
w_
Job Reference o nonal
Sk6 = Dead Load Den. -114 in
sxs =
6.00 12
8x8 = Say = 3X4 = 46 = 3x4 = 3x4 = 4e = 3x4 = 6x5 = M =
LOADING(psf) SPACING- 2-0-0 CSL DEFL In Qoc) Well L/d PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.37 13.15 >999 240 MT20 244/190
TCDL .7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.6213-16 >853 180
BCLL 0.0 Rep Stress Ina YES WB 0.90 Horz(CT) 0.14 11 n/a n1a
BCDL 10.0 Code FBC20171TP12014 MatrlxS Weight 262 to FT=20%
LUMBER- BRACII4G-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing.
WEBS 20 SP No.3 WEBS 1 Row at midpt 4-16, 7-15
REACTIONS. (size) 2D=0.8.0 (min. 0-1-15), 11=0-8-0 (min. 0-1-15)
Max Hoa20=158(LC 9)
Max UpIMD=557(LC 8). 11=557(LC 9)
Max Grav20=1642(1-C 1), 11=1642(LC 1)
FORCES. (tb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=320211051, 2-3=28341942, 3-4=2711/951, 4-5=-2228i 766, 5.6=19891744,
6-7=22281766, 75=27111961, 8-9=2834/942, 9-1g=3202/1051,1-20=15621584,
10-11=1562/583
BOT CHORD 19.20=-1801538, 18-19=1D48/2889, 17-1B=625f2556, 16-17-825/2556,
15.16=-473/1989, 14.15=-66712556, 13-14=-667/2556, 12-13=89012889,11-12=2341538
WEBS 2-18=3951252, 4.18=711417, 4-16=-825/464, 5.16=1631581, 6-15=-163/581,
7-16=-825/464, 7-13=71/417, 9-13=.395/252, 1-19=670/2358, 1D-12---65812358
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate dralnege to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord five load nunconcunent with my other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at --lb) 20=557,
11=557.
LOAD CASE(S) Standard
WEIL
�\c'ENSF'��`�1-��ii
= (! PE 760
Job
Truss
1rum lype
y
1833-0A4N4
AMA
HIP 1
1
Jab Reference (oo0onall _
aeutnem UN . FL Plerce. FL.. 34951
7A
Sx5 =
5.00 12
5x7 =
Dead Load Dell. -114 in
3x4 = 46 = 3X8 = 3x4 = 4x6 = 3x4 = 514 =
9-7_ 1&0-0 2541-0 35-0-4 41-2-0 44-0-0
9-7-12 I 9d4 I Ra.n I 9d-0 I 61-12 1 2-10-0
Plate Offsets (X.Y)-
fl:Edne.0.3.41. fl:D.1.12 D-0-121
f6:OSd
0-2A] 111:0-2-0
g-2-121
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL
in Qoc)
UdeO
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.74
Vert(LL)
-0.22 12-14
>999
240
W20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.87
Vert(CT)
-0.4912-14
>999
180
BCLL 0.0
Rep Stress Ina YES
WB
0.69
Horz(CT)
0.12 11
We
We
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Weight 241 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'ExcepY
B7: 2x4 SP M 31
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-8-14 0o pudins, except
end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-7-2 on bracing.
WEBS
1 Row at midpt 4-15, 6-15, 7-14, 2-18
REACTIONS. (size) 11=0-8-0 (min. 0.1-13), 18=0-8-0 (min. DA-8)
Max Horz 18=188(LC 8)
Max Upliftl1=-475(LC 9), 18=508(LC 8)
Max Gravi1=1512(-C 1), 18=1512(LC 1)
FORCES. Qb) - Mali. Comp./Max. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1.2=6441247, 2-3=2750/895, 3-4=2685/914, 4-5=2076f705, 5-6=18591694,
6.7=1973/672, 7-8=1879/616, 8-9=1940/6D4, 1-18=391/210
BOT CHORD 17-18=102212602,16.17=7682308, 15-16=788/2308, 14-15=-424/176D,
13-14=511/1879,12-13=51III 879,11-12=412/1279
WEBS 2-17=1901268, 4-17=851445, 4-15=625/399, 5-16=951479, 6-15=1571314,
6-14=-93/365, 7-14=226/259, 7-12=302/170, 9.12=861633, 2-18=-2306754,
9-11=1904/623
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mp¢; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat ll; 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 truss has been designed for a 10.0 psf bottom chord five load noncencurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb)11=475,
18=508.
LOAD CASE(S) Standard
\N \
t i PE 7�6051 a.,
G N
SYONA
Job
N3a
nlae lype
183&DA-LAN
A3D
SPECIAL 1
1
Job_ Reference(optional)
.... , fuss, 11 Waco ram.,.1
3x6 i
13 2X40 4
4x5G 3
4x5 m 2
Uj
BX7 II 21
Us =
5x5 = 5.00 6x7 =
12
8 7
3x5 4 /
5
20 19 18
46= are= 3X5=
3X5 a
B 3X6
9
17 16
Us = 315 =
Dead Load Deft = 318 in
4x5
10 5X5 =
7xe =
1 We
13
15 14 45 = o
Us = 7x10 II
3x8 =
G 7ao
9-7-12 1a00 2S&0 3665 d33-B A4 7 a84A,
l sr-1z I su I aaa I a+s F aas �11�&'e
Plate Offsets D(.Y)— r1:0-5-4.Edoel
17:0-5-4.0.2-121.
110:0.2.8 0.1.121.
111:0.54.Edael,
rl3:0-0-4.Edge1. 113:0.1.6.Edge1
f14:0-3-8 0.1.81.
115:0.2-4.0.1-81
LOADING(Psq
SPACING- 2-0-0
CSI.
DEFL
in goo)
Ildefl
L/d
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC
0.87
Vert(LL)
0.33 15-16
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.88
Vert(CT)
-0.7116-18
>786
180
BCLL 0.0
Rep Stress Ina YES
W9
0.61
Horz(CT)
0.19 13
n/a
n/a
BCDL 10.0
Code FBC20177rP12014
MatdxS
Weight 264 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 31
SOT CHORD 2x4 SP M 31 'Except*
B2: 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x6 SP No.2
SLIDER Left 2x6 SP Nm23-6-2
REACTIONS. (size) 1=0-8-0 (min. 0.1S), 13=D-8-0 (min. 0-1-8)
Max Horz1=152(LC 10)
Max Uplift1=560(LC 8), 13=581(LC 9)
Max Grav1=1727(LC 1). 13=1727(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing.
WEBS 1 Raw at midpt 6.19, 7-19, 8-18
FORCES. (Ib) - Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3444/1096, 2-3=3362/1114, 3-0=323711023, 4-5=319311035, 5-6=2607/855,
6-7=2351/827, 75=-2664/868, 8-9=3627/1220, 9-10=J746/1209, 10-11=567611904,
..11-12=-3383/1156,12-13=-3578/1196
BOT CHORD 1-21=1063a032, 2D-21=-8482804,19-20=-848/2BO4, 18-19=-537/2408,
17-18=79613044,16-17=-798/3044, 15.16=1188/3848,14.15=1604/5117,
13-14=1038/3176
WEBS 3-21=145250, 5-21=74/415, 5.19=-639/405, 6-19=1661648, 7-19=297/152,
7-18=2491734, 8-18=873/491, 8-16=2161742, 10.16=-626/402, 10-15=-55111604,
11-15=744/401, 11-14=22941660,12.14=473/1475
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with arry other live loads.
5) Provide mechanical connection (by others) of truss to bearing. plate capable of withstanding 1001b uplift at joint(s) except (It=1b)1=560.
13=581. '
LOAD CASE(S) Standard
`IV�CENgF��
7 PE 76051 �7
I M
�q 7 Lr
a
N53
Nes ype
y
1e33DAaat4
AAA
HIP
ILRY
1
1
Jab Reference (notional)
.M 1 M., rL Y... r1..1
�3
6x7 =
5.001t2
2K4 II 5x7=
Dead LoadDe6. -114 in
3X4 = 3K6 = 3K8 = 3x4 = 3K6 = SM = 514 =
3,4 =
LOADING(psf)
SPACING-
2.0-0
CSI.
DEFL
in (loc)
Wall
Lld
TCLL
20.0
Plate Grip DOL
1.25
TC OAS
Vert(LL)
-0,18 17-19
>999
240
TCDL
7.0
Lumbar DOL
1.25
BC 0.95
Vert(C)
-DAO 17-19
>999
180
BCLL
O.D
Rep Stress Ina
YES
WB 0.68
Horz(CT)
0.14 12
rda
We
BCDL
10.0
Code FBC20171TPI2014
Matdx-S
LUMBER- BRACING -
TOP CHORD 20 SP No.2 •Except• TOP CHORD
Tt: 2x4 SP M 31
BOT CHORD 2x4 SP No2 BOT CHORD
WEBS 2x4 SP No.3 WEBS
SLIDER Left 2x6 SP No.2 3.0-9
REACTIONS. (size) 1=0-8.0 (min. 0-1-13),12=048-0 (min. 0-1-13)
Max Hom 1=198(LC 8)
Max Uplift1=493(LC 8), 12=-456(LC 9)
Max Gmvl=1518(LC 1), 12=1518(LC 1)
FORCES. Qb) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=29661951, 2-3=28921961, 34=2794180Q 4-5=27551898, 5-6=22541793,
&7=20681806, 7-8=20681806, 8-9=20541730, 9-10=18397575
BOT CHORD 1-18=97612597, i&19---80412443,17-18=-80412443,1&17=564/2027, 1&16=50371838,
14-15=549/1850,13-14=-54911850,12-13=-33511084
WEBS 5-19=-541343, 5-17=5711364, 6-17=1681533, 6-16=-86/253, 7-16---321R41,
846=179/514, &15= 551282, 9.13-448M18, 1&13=1661790, 1&12=1801/564
PLATES GRIP
MT20 244/190
Weight 249lb FT=20%
Structural wood sheathing directly applied or 344 0o pudins, except
and vererats. _
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at mldpt 6-16
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpb; TCDL=4.2psf; BCDL=5.OpsF, h=15ft; Cat 11; Fay C, End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Previde adequate drainage to prevent water pending.
4) This Was has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atloint(s) except Qt=lb)1=493,
12--456. '
LOAD CASE(S) Standard
JOD
Truss
rubs I ype
y
1833-DA- AN
A40
SPEC96. 1
1
.lob Reference j1pli.nall
0
Sxe =
4x5 =
5.00 12
6z7 2x4 II Sx7 =
s 7 e
Dead Loadpe0. -1/4 in
zt z1 20 19 1a 11 16 15 14
3x5= 44=3x5= axe= 3x5= 4X= 3x5= Sx8= 4x5=
fix10 //
Plate Offsets (XYH 11:0.1-6,Edael,
(1:032,0-3-0]16:0.5.4.0.2-81
I8:0-5-4 0.2-81
t14:0-3-8 Edael,
f14:0-0-11,0-1-101 I15:0-4.0,0-1.81
LOADING(psf)
SPACING- 2-D-0
CSL
DEFL.
in Qoc)
Wall
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.51
Vert(LL)
0.28 19
>999
240
MT20
2441190
TCDL 7.0
LumberDOL 1.25
BC 0.77
Vert(CT)
.0.6320-22
>999
180
BCLL 0.0
Rep Stress Ina YES
V B 0.92
Horz(CT)
0.18 14
We
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-S
Weight:2771b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No2 *Except'
T4: 2x4 SP M 31
BOT CHORD 2x4 SP M 31 `Except`
B2: 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No23-0.8
REACTIONS. (size) 1=0-8-0 (min. 0.1-8), 14=0-8-0 (min. 0.1.8)
Max Hore1=-137(LC 9)
Max Upli tl=,545(LC 8), 14=591(LC 9)
Max Grw1=1713(LC 1), 14=1814(LC 1)
BRACING -
TOP CHORD Structure] wood sheathing directly applied or 2-8.8 oc pudins.
BOT CHORD Rigid calling directly applied or 6312 oc bracing.
WEBS 1 Row at mldpt 9.18
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1-2 .3701/1165, 2-3=-364511179, 3-0=3467/1050, 4-5=3407/1060, 5-6=27681948,
6-7�2650/978, 7-8=26501978, 8-9=27971948, 9.10=-3488/1060, 10-11=-27001858,
11-12=28831879
BOT CHORD 1.22=1140/3340, 21-22=-881/2981, 20-21=-88IM981, 19-20=637/2503,
18.19=-640/2518, 17-18=-856/3166,16.17=-856/3166,15-16=109213612
WEBS 3-22=-264/283, 5-22=-84/455, 5.20-6521391, 6.20=190/565, 6-19=1431429,
7-19--317/238, 8.19=133/411, 8-18=1831565, 9.18=797/434, 9-16=0/409,
10-16=-471/286, 10-15=16961610, 11-15=30611064,12-14=16611554,12-15=-659/2420
NOTES.
1) Unbalanced roof live loads Have been considered for flits design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.0ps1; h=15it Cat 11; Exp C; Encl., GCpI=-0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed fora 10.0 psf bottom chord rive load nonconcumentwith any other live loads.
5) Provide mechanics! connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=Ib)1=545,
14=591.
LOAD CASE(S)Standard
M E3
\.\GENSF�.`
PE 76051 �1
t M J/r
Job
runs
Maa I ype
y
1833 )A. AN
ASA
HIP i
1
Job Reference (optional)
soeihrla Trues. FL pierw, FL.34951
Dead LoadOefl. - 31161n
5.00 12 6X7 = 2x4 II Sx7 =
2c4 II 3x6 = 3x8 = 5x5 = Us = W II
3,4 =
IN
N
LOADING(psf) SPACING-
2-0-0
CSI.
DEFL
in Ooc) Weft Ud
PLATES
GRIP
TCLL 20.0 Plate Grip DOL
1.25
TC 0.88
Vert(LL)
0.19 13-15 >999 240
MT20
2441190
TCDL 7.0 Lumber DOL
1.26
BC 0.79
I
Ved(CT)
I
-0.3613-15 >999 180
I
BCLL 0.0 Rep Stress Ina
YES
WB 0.67
Hoa(CT)
0.13 10 n/a nla
BCDL 10.0 Code FBC2017frP12014
Matrix-S
Weight 234 lb
FT - 20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP M 31 'Except*
TOP CHORD Structural wood sheathing directly applied, except end verticals.
T3,T4: 2x4 SP No.2
BOT CHORD Rigid cei8ng directly applied or 6.2-12 oc bracing.
BOT CHORD 2x4 SP No.2
WEBS
1 Raw at midpt 3.15
WEBS 2x4 SP No.3
SLIDER Left 2x6 SPNo23-11-2
REACTIONS. (size) 1=0-8-0 (min. 0-1-13), 10=0.8-0 (min. 0.1-13)
Max Horz1=1S3(LC 8)
Max UpIM=-474(LC 8), 10=-476(LC 4)
Max Grav1=1518(LC 1), 10=1518(LC 1)
FORCES. Ob) - Max. CompJMax. Ten. -All forces 250 Ob) or less except when shown.
TOP CHORD 1-2=3012/915, 2-3--2923193% 342440/845, 45=-2425/869, 5-6=23531939,
6-7=23531939, 7.8=21341767, 8.9=1736/565, 9-10=14881485
BOT CHORD 1-16=-889f2646, 15-16=889/2646,14-15=675/2191,13.14=675/2191, 12-13=-576/1895,
11-12--497H582
WEBS 3-16=1V310, 3.15=-5291363, 5-15=-881456, 5-13-1321395, 6-13=-4421334,
7-13=2611729, 8.12=94/465, 8-11=-652/311, 9-11=-550/1749
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Volt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fk 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 ponding.
4) This truss has been designed for a 10.0 psi bottom chord live load nonceneument with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except ()t=1b)1=474,
10=476.
LOAD CASE(S) Standard
v\c+ENSF�.�l-
j
1
O i1 '
-OS—IQ Ne
/1111ONA i 0�� ��\\ 7
job
IMSS
N85 ype
y
1833-0A-LAN
ASD
SPECIAL 1
1
Job Reference o Donal
rum. FL R... FL, 34951
5.00 FI2
SX7 _ 2a4 It 5x7 =
Dead Loati-Defl. - 5116 in
7x10 II 2x4 11 Sx6 = 3x8 = US = 3x5 = 4x5 =
Us =
5x8 =
6x10 //
_ Plate Offsets (X.Y)-fl:04)-4.Edgel
f1:D-1.6.Edge f4.05-4.0.2-121
f6:03-40-2$
(8.05-40.2.81
f12.0-3-BEdgel
[12:0.0-1104-10]
H&D41-00-1.81 N8:L)- 1
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
In Qoc)
Well
LldFw,,ght2621b
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
0.31 17
>999
240MT20
2441190
TCDL 7.0
LumberOOL 1.25
BC 0.95
Vort(CT)
-0.5914-16
>936
180
BCLL 0.0
Rep Stress Ina YES
WB 0.91
Hom(CT)
0.15 12
n1a
n/a
BCDL 10.0
Code FBC2017n'P12014
MafrixS
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2 -Except-
T2,T1: 2x4 SP M 31
SOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2
REACTIONS. (size) 12=0-8-0 (min. G."), 1=D41-0 (min. 0-1-8)
Max Horz1=122(LC 8)
Max Up8ft12=593(LC 5), 1=524(LC 8)
Max Grav12=1814(LC 1),1=1713(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid oe0ing directly applied or 7-8-1 oc bracing.
WEBS 1Row at midpt 2-18
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1.2=,3725/1160, 23=2986/1016, 3vf=289611039, 4-5=3006/1149, 5-6=-300611149,
6-7=29751105Z 7-8=3861/1247, 8-9=28941943, 9.10= 3140/978, 10-11=-4641153
BOT CHORD 1.19=1027/3361,1849=-1027/3361, 17-18=759/2682, 16-17=7692709,
15.16=924/3089,14-15=-924/3089, 13-14=100613529,12-13=162/465,11-12=162/465
WEBS 2-19=1U346, 2-18=7641451, 4-18=1091523, 4-17=204/607, 5-17=-4521340,
6.17-201/570, 6-16=1661579, 7-16=342f367, 7-14=22BM22, 8-14=159266,
8-13=1574/395, 9-13=284/1027, 10-12=1590/600, 10-13=7312389
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd-124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat 11; Exp C; End., GCpW.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurmntwith any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at)gint(s) except (it=lb)12=593.
1-524.
LOAD CASE(S) Standard
PE 76051
1 —
JOD
truss
1russ jype
y
18334)A-LAN
ASA
HIP 1
1
71
Job Reference toe6onall
Dead Loa"dbe8. - 5116 in
5x5 =
3YA= 3z6= 3z4= SxS=
19 17' 16 lb 14 ra 12 11 10
eze= 5x5= . 3x8= 4x6= 3x4= 416= 3x8= Sx5= M=
224-0 I 3141-0 I 38-1•e I 44-0-0 44-&0
ndfl e.].9 0.i] 64- C_C.n t1
Plate Offsets KYl-il
O:Edoe0-6-01110:0.1-12.0.0-01
f11:0-2.8.41-12 fl7:0.2-&o-1-121.
118:0-1-120.0-01
118:Edoe.0-601
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
In
Qoc)
Wall
Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.75
Ved(LL)
0.32
14
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.87
Vert(CT)
-0.5914.16
>901
180
SCLL 0.0
Rep Stress Ina YES
WB 0.93.
Horz(CT)
0.15
10
We
n/a
BCDL 10.0
Code FBC2017/TP12014
Matra-S
Welghb244lb
FT=20%
LUMBER- BRACING-
'
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudlns, except
SOT CHORD 2x4 SP No.2 *Except`
end verticals.
31 BWEBSHORD
f appor 0 oc bracing.
WEBS 2x4 SP No.3
11Rw atltmiidp[ectly
4-16.6-12d
REACTIONS. (size) 18=0-8-0 (min. 0.1-15), 10=Mechanical
'
Max Heal8=97(LC 8)
'
Max UpliR18=523(LC 5), 10=523(LC 4)
Max Gravl8=1642(LC 1), 10=1642(LC 1)
FORCES. (Ib) - Max. Comp.lMax. Ten. - All forces 250 (Ib) or less except when shown.
_
TOPCHORD 1-2--3202/1067,2-3=2870/1 D40,34=2601A001,45=3103N191, 5.6=310311191,
6-7=260111001, 7.8=-2870/1040, 8.9=-320211057, 9-10=15661546, 1-18=15661546
BOT CHORD 17-18=2591469, 16.17=92412897, 15.16=102713048,14-15=1027/3048,
13-14=102613048,12-13=-1026/3048,11-12=921/2897, 10-11=-1691469
WEBS 2716=367/298, &16=207/T71, 4-16=7541317, 6-12-7541317, 7-12=2071771,
8.12-3671298, 9-11=-776/2436, 1-17=776)2435
NOTES-
1) Unbalanced roof live loads have been considered forthis design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15n; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (errielope); 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 five load nonconcurrent with any other live leads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 18=523,
10=523.
LOAD CASES) Standard
( PE 76051 n —
M
//,/; ' 10NAi E?\��\ (y
Job
Truss
N66 I ype
y
1a33-0A4.AN
Aso
SPECIAL 1
1
Jab Reference (not onall
Sdulkem Thine, Ft Platte, FL, 34351 Run: 8.230 a 04t212018 P t 8230 s O 21 W18 MTrek
759 I 8.14 1 634 I S-M1IOWre9. Im. Fd Fe10921:W Ts 1
=ID:ny4imnjpmNJemTOZUJwyN3NWYYAP(VJB48lgGJh7iJ7u7T46MYcYthhektnWffl 726.-02 5I 14-00
7-sl10_7
5x7 =
2x4 11 3x6 = 3,5 = 5x7 =
Dead Load Defl. = 5116 in
4x6= 20 19 1e 17 16 30 14 13 578=
7x10 II 2x4 II 3x5 = 46 = 3x8 = 3x5 = 3x5 = 3x8 = 4x6 =
46 =
4 o
1 0 7L9 I= 2P3d 2ad-12 02-a0 3I 's 47-0e 47,¢0
5�648 I 6ST I 634 &141 I 83i I &ttd I 7i8 OOWOI
oao
Plate Offsets CCYI— 11:0-0-4.Edgel
11:04Y14 Edce1
f3:0.5-0 0-2.81 f7'0.5-4
0.2.121
f12.032 0-3-01
112:1S-3 Edoel
LOADING(pst)
SPACING. 24)-0
CSI.
DEFL
in poc) Well
Lld
PLATES GRIP '
TCLL 20.0
Plate Grip DOL 1.25
TO
0.90
Vert(LL)
0A1 16-17 >999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.99
Vert(CT)
-0.7016-17 >812
180
BCLL 0.0
Rep Stress Ina YES
WB
0.70
Horz(CT)
0.22 12 n/a
nla
BCDL 10.0
Code FBC2017TTPI2014
MabixS
Weight 264 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
T1: 2x4 SP M 31
BOT CHORD 2x4 SP M 31 'Except'
B2: 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2
SLIDER Right 2x6 SP No.2231
REACTIONS. (size) 12=0-8-0 (min. 0-1-8), 1-0-8-0 (min. 0-1-0)
Max Horz1=107(LC 9)
Max UpIR12=-554(LC 5), 1=556(LC 5)
Max Grav12=1751(LC 1), 1=1751(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudlns.
BOT CHORD Rigid ceiling directly applied or 5-6-2 oc bracing.
WEBS 1Row at midpt 6-17
FORCES. (ib) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1,2=584311261, 2-3=3239/1172, 3-4=3476H 350, 45=347611350, 5-6=-3476I1350,
6-7=352811368, 7-8=3383/1227, 8-9=3395/1169, 9.10=3645/1224, 10-11=374811274,
11-12=3803/1267
BOT CHORD 1-20=1094/3470,19.20=-109413470,18.19=90512928, 17-18=905/2928,
16-17=1157/3528,1516=95913086,14-15=959/3086,13-14=118813746,
12-13= 1113/3416
WEBS 2-20=01301, 2-19=620/377, 3-19=1021442, 3-17, 3201875, 4.17=-352/264,
6-16=3961247, 7.16=2721757, 7-14=-141/554, 8-14=790/386, 8-13=1100/461,
9-13=399/1238
NOTES.
1) Unbalanced roof live loads have been considered for this
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=1
h=15ft; CaL II; Exp C; End., GCpi=0.18;
3) Provide adequate drainage to prevent water ponding,
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 jb uplift at joint(s) except Gt=ib)12=654,
1=556.
LOAD CASE(S) Standard
\\\\kIIII11%11
NN
XGF
PE 76051
1
6
7� 1
e
Nefi
rase ype
1833-0A-LAN
A7A
HIP 1
1
re Job'Refence o tlonal
JOYPBnI IMW, rL YIBIte. rL., SAWI
Deed load Dee. - 5116 in
5xe =
2x4 II
34 = 3x8 = 5x5 =
6.0012
4
5
6 7 8
3<i�
3x0 11
4x6 a
W4
IM
9
4x6
2
10
1
11
am
6x6 11 19
18
17 16
15 14 13
12 6x6 11
2x4 11 .
3a4 =
4� = 3x8 =
2z4 11 5x6 �_ 3x8 =
2x4 It
5-7-12
11-0-0
%74
2641-12 33A-0 39414
444}0 443A
� szn I
sa.a 1
z>� I
>�.v I zze I se_a
� all
Plate Offsets (X Y)- 11.0-2-8
0.0-51, .0.Si2 0.231 I11.0-4-4 0.0-51
f16.0.2-8 0-1-81
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
in (loc)
I/de0
L/d
PLATES GRIP
TCLL 20.0 -
Plate Grip DOL 1.25
TC 0.52
Vert(LL)
0.36 15-16
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.92
Vert(CT)
-0.661516
>814
180
BCLL 0.0
Rep Stress Ina YES
WB 0.68
Horz(CT)
0.23 11
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
MatrNS
Weight: 243Ito FT=20%
LUMBER -
TOP CHORD
2x4 SP M 31
SOT CHORD
20 SP No.2
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
SLIDER
Left 2x6 SP No.2 3-0-7, Right 2x6 SP No.2 3-0-7
REACTIONS.
(size) 1=0-8-0 (min. 0.1-15), 11=0-8-0 (min. 0.1-15)
Max Horz1=92(LC 9)
Max Upi8t1=551(LC 5), 11=551(LC 4)
Max Grsv1=1653(LC 1), 11=1653(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-B-10 oc purfins.
BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 7-16. 7-13
FORCES. (Ib)- Max. CompdMax Ten. - All forces 250(lb) orless except when shown.
TOP CHORD 1.2=3284/1117, 2-3=3211N 127, 34=3019/1137, 4-5=3625/1455, 5-6=3625/1455,
6.7=3625/1455, 7.8=2783/1094, 8-9-3020/1137, 310-3210/1127, 10-11�3283/1117
BOT CHORD 1-19=949/2860,18-19=949/2880, 17-18=9052765,16-17=905/2765,
15-16=127213622,14-15=1272/3622,13-14=127213622, 12-13=9462879,
11-12=9462879
WEBS 4-18=341312, 4.16=-047/1139, 5-16=-027/323, 7-15=0/301, 7-13=1119/441,
8.13=2067775
NOTES-
1) Unbalanced roof two loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psP,, SCDL=5.0pst h=15ft; Cat II; Fxp C; Encl., GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This buss has been designed for a 10.0 psf bottom chord live load noncencunent with any other live (cads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 100 lb uplift at Joints) except Qt=lb)1=551,
11=551.
LOAD CASE(S) Standard
'z\
_( PE' ON
t
sSA 46
�1
0
NSS
Nee ype
y
183341A4.AN
AM
SPECIAL t
t
Job ReferenceiopDonaO
5OMem TFUN. Ft Pierce, FL, 34051 Ran:8.230s Oc1212018Pnm:8230e0[212016 Mfrek aWYsbleS.Ir,C MFBO IUe:L1:Yl ZOftl
9Y.C488r-7A 42-616 I
r
ID:ny4imn) Sm
74 Ll
2&7L8oe-61-0J mNF-]a1=1sifa
Sx8 — 2x4 II US = Us =
5.00 F12
axs o
4x5 3
4x5 O 2
• � 1
Sx5 =
Sx5 =
6 6x5=
a'4 a 10
Dead Load 00. - 318 In
2x4
11 4x7 C
12
13
tg
M 21 20 18 is 17 16 15 14 5x8 =
4xe = 2x4 11 3,5 = 4W = axe = 2x4 II 318 = 3x8 = US =
US MT20HS=
48 w
i s6z 12a0 1P74 27 N2 saso zr-Ta 4r.0a 47.4s
10a t 2 I M4 7-r4 I 7: i aM—I z-na I e+e
o.e.a
Plate Offsets MY)-- 11:032
0.3.01. 11:D-0-14 Edg0L
R:0512.0.2-81.113:032
D-Ml. 113:149-3.Ednel, r18:0.2-12.G."I
LOADING
SPACING- 2-0-0
CSI.
DEFL
in Qoc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.75
Vert(LL)
OAS 17-18
>999
240
MT20
2441,190
TCDL 7.0
Lumber DOL 1.25
BC
0.87
Vert(CT)
-0.7617-18
>755
180
MT20HS
187/M
BCLL 0.0
Rep Stress Ina YES
WB
0.73
Horz(CT)
0.23 13
rule
We
BCDL 10.0
Code FBC2017/iP12014
Matrix-S
Weight 265 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No2 •ExcepC
T2,T3: 2x4 SP M 31
BOT CHORD 2x4 SP M 31 -Except'
Bt: 2x4 SP No2
WEBS 21(4 SP No.3
SLIDER Left 2x6 SP No2 3-0-10, Right 2x8 SP N0.2 2-6-6
REACTIONS. (size) 1=041-0 (min. 0.2-1), 13=0-8-0 (min. 0-1-8)
Max Hom1-92(LC 10)
Max Upliftir-553(LC 5), 13=579(LC 5)
Max Gravl =1751 (LC 1). 13=1751(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD Rigid calling directly applied or 5-6-1 oc bredng.
WEBS 1 Row at midpt 7-18. 7-15
FORCES. (Ib) - Max. Comp./Max. Ten. - AO forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=3830/1302, 2.9�3773t13l6. 3-4=-MO0/1297. 4-5 v4034/1606, 5-6=-4034/l6D5,
r.7=-403411605,7-6=3328/1299,8-9=-354211359, 9-10=-325411208,10-11=-3526/1283,
14-12=3738/1359,12-13=3797/1351
HOT CHORD 1-21=114813456, 20-21=-114813455, 19.20=1023I3097,18-19>1023/3097,
17-18=1451/4108, 16-17=1451/4108, 15.16=1451/4106,14-15=1147/3468,
13.14=-118813419
WEBS 3.20=4151291, 4-20=-62/3g4, 4-18=48011238, 5-18=4291324, 7-17=0/313,
7-15=1071/408, B-16=294/1014, 9-15=-449/197, 9-14=832/366, 10.14=-324I1037,
11-14--226/294 -
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=158; Cal. II; Fxp C; End., GCpl=0.16;
MWFRS (envelope); cantilever left and Tight exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b).1=583,
13=579.
LOAD CASE(S) Standard
\ "M �13Liii/��i
all
( PE 7-6051
= — TAP' i
O, %,!,[OR)OP'���
11N)A11 E�G
JOb
Itum type
my
/833-DA4AN
ITIUSS
AS
HIP 1
1
Job Reference (og0onap
aoumem „use, r.. ".. ram, :wnos wm: e.rlus uaxl Ate rnnc e.vu a uan A1e mn exunaames, mc. rn ree t .error Ata ra e t
ID2ry4imnjpmNj8mTO21Ubwcynllv-7j6LOIL7O1riKoCIPRCEEXg9blYOF-gIGLKBGT Sm
1 1-72 —4 I ds71HI 3669
A1-04 41414 460-0 W.
WI 6ata I
Dead Ldad Dee. - 3/8 in
54C12 5x7 = 2x4 II 3x8 = Us = 2x4 II 5x7 =
4 5 � 8 7 B� 9
!_J Lll
exit 1s 1817 16 1574 13 5xe=
4x5 = 3x5 = 416 = 20 II 3x8 = 3x5 = 4x5 =
3x5 = 4)S =
4680.
A-0-o VW L 4 Zile 2P11-2 968-0 45Ed 46-0-0
460 6e-14 1 67-2 1 F7-2 I 6&14 j 9ee
Plate Offsets MY)- fl:0-3-2.0.3-01,
11:0.1.6 Edael, f4:0.5-0
0-2-121 f8:044.0.2-121,
f12.0-3-2.0301
f12:1311,Edgel, f15:0.1-8 0.1-81.
117:03-0.0.1-81
LOADING(psf)
SPACING- 280
est.
DEFL,
in Qoc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC OA7
Vert(LL)
0.50 16
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC OA7
Vert(CT)
-0.8016.17
>692
180
SCLL 0.0
Rep Stress Ina YES
WB 0.72
H0rz(CT)
020 12
n1a
n/a
BCDL 10.0
Code FBC2017ITP12014
MatfixS
Weighb2422, FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2'Except*
T2,T3: 20 SP M 31
SOT CHORD 2x4 SP M 31
WEBS 2x4 SPNo.3
SLIDER Left 2x6 SP No22-75, Right 2x6 SP No.22-7-5
REACTIONS. (size) 1=D-8-0 (min. D-1S), 12=080 (min. 0.13)
Mau Horz1=76(LC 8)
Max Uplift1=589(LC 5), 12-.589(LC 4)
Max Gravl=1702(LC 1), 12=1702(LC 1)
BRACING -
TOP CHORD Sbucturel wood sheathing directly applied or 2-9-8 oe pudins.
BOT CHORD Rigid caging directly applied or 5.11-4 oc bracing.
FORCES. Qb) - Max CompJMax Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 1-2-3669/1364, 2-3=.3615/1370, 3.4=3430/1292. 4-5=j1323/1750, 5-6=-0323/1750,
6-7=-4323I1750,7.8=4323I1750,8-9=432311750,9.10=3430/1292, 10-11=361511370,
11-12=3669H354
BOT CHORD 1.19=1198Pd306,18-19=-1071/3146, 17-18=•1071/3146, 16-17=174514701,
16.16=1745/4701, 14.15=•1068/3146, 13.14=106813146, 12-13=1195/3306
WEBS 3.19=194/274, 4-19=-291374, 4-17=625/1471, 5-17=-385/293, 6-17=3221176,
6-16=0t282, 8.15=522/176, B-15�851293, 9-15=625/1471, 9-13=30/374,
ID-13=194WS
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsF, h=15ft; Cat II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 pat bottom chord rive load nonooncurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)1=589,
12=589.
LOAD CASE(S) Standard
`I\����
PE 76051
1/1 [1110
1
O
russ
Inuss Type ty
y
183aDA-LAN
A90
HIP 1
2
Job Reference o tional
ii
....•-^,•-..-•—.. ��. rvuc a<uua a,an arerme:a....a�a c,<me mn ex umusu,1"rnre0 rurcr:w ems rage
ID:ny4lmnjpmNjemTOZIUlMeynljv-tc5EEo Nvv5026mPxsFlKylStgAHQfgIK Nk
44i-6 Ba1-0 1a-2-10 zo39 z647 32-56 1 "'S az-1-10 460-0
SS70 6-b10 64F14 fiaF14 W 4 62-10 3S-t0 IM
Deed LoadDeil. - 8116 in
6.00 F2 6x9 =
2x4 II 4x8 = 5x6 = 2x4 II 44 = 6x9 =
4 22 23 5 a2,4 25 6 26 277 28 8 29 30,,, 9 31 32 10
�
��
1
MaN
X. MM
Am
'Alp,
-A
5x8 = 21 33 34 20 19 35 78 38 37 38 17 39 16 18 40 41 14 5x8 =
4x8 = 3x5 = 4x12 MT20HS= 2x4 II 3x8 = US = 3x5 = US =
4x8 = 4x10 MT20HS=
Plate Offsets (X.Y}-
I1:032.0-3-0.11:0.0.14 Edoel
14:03
1115.0.2-0 0.1-81
f17.0.2-00-1.81 f20.O-3-0 0-2-01
LOADING(psf)
SPACING- 2.0.0
CSI.
DEFL
in Poo)
Udell
L/d
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.67
Ved(LL)
0.85 17-18
>647
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.70
Verl(CT)
-1.2017-18
>459
180
MT20HS
187/143
BCLL 0.0
Rep Stress Ina NO
WB 0.82
Hom(CT)
0.25 13
n/a
We
BCDL 10.0
Code FBC2017[ P12014
MetmcS
Weight 525 Ito
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-13 oo purling.
T2,T3: 2x6 SP No.2 BOT CHORD Rigid calling directly applied or 6-10-14 oc bracing.
GOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 2.0.1, Right 2x6 SP N0.2 24M
REACTIONS. (size) 1=0-8-0 (min. 0.1-8), 13=DA-0 (min. 0.")
Max Ham 1=-60(LC 11)
Max UpIM-1531(LC 5),13=1531(LC 4)
Max Gmvl=3348(LC 1), 13=3348(LC 1)
FORCES. (Ib) - Max CompJMax Ten. - All forces 250 Pb) or less except when shown.
TOP CHORD 1-2=-7559/3553, 2-3=750513557, 3-0=7689/36(50, 4-22=10895/5257,
22-23=1089615257, 523=-10897/5258, 524=-1089615256, 24-25=10896/5256,
6-25=1089615256, 6.26=12745/6132, 26-27-1274516132, 7-27=12745/6132, -
7=28=12745/6132,8-28=-12745/6132,8-29=12745/6132,29-30=12745f6132,
930=1274516132, 9-31=10889/5256, 31-32=10888/5256, 10.32=10887/5255,
10.11=-769013681,11-12=750513567,12-13=7559/3552
BOT CHORD 1-21=318"814, 2133=-330617136, 3334-330617136, 20-34=-330617136,
19.20=-6011/12731,19.35=-6011/12731, 1835=-6011/12731, 1836=6011/12731,
36.37=-6011/12731, 37.38=6011/12731,1738=6011A2731, 17-39=5134/10888,
1639=5134110888,15.16=-5134M 0888,1540-3304//137, 40-41-330417137,
14-41=-33041`/137, 13-14-3182/6814
WEBS 3-21=2381530, 4-21=01479, 4-20=208014308, 5.20=738/630, 6-2D=21231994,
6.18=0/519, 8-17=7041614, 9-17=-999f2148, 9.15=1750/1104, 10-15=207814298.
1D-14=0/480,11-14=239/532
NOTES.
1) 2-ply truss to be connected togetherwith 10d (0.13114) nails as follows:
Top chords connected as follows: 2x4-1 row at 0-9-0 co, 2x6-2 rows staggered at 0.9-0 om
Bottom chords connected as follows: 2x4 -1 now at 0.9-0 om -
Webs connected as follows: 2x4 -1 row at 0-9-0 am
2) All loads are considered equally applied to all plies, except U noted as front (F) or back (B) face in the LOAD CASE(S) section. Fly to ply
connections have been provided to distribute only loads noted as (F) or (B), unless othewse indicated.
3) Unbalanced roof live loads have been considered for this design. •`\��� i////�i
Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psF BCDL=5.0psh h=16$ Cat. I% Exp C; Encl., GC p( 18• M- BL
MWFRS (envelope); cantilever left and right exposed ; LumberDOL=1.60 plate grip DOL=1.60 \� �z
5) Provide adequate drainage to prevent water ponding.````��'��'��-
6) Ali plates are MT20 plates unless otherwise Indicated. i �,\ F i
7) This truss has been designed for a 10.0 psf boftom chord live load nonconcumsm with any other rive loads. ZZ7 J `
8) P�; d5ee1mechanical connection Pry others) of truss to bearing plate capable of withstanding 100Ib uplift atjoint(s) excep(� b) 1153RE 76051 1
Continued on page 2
0RI�%' _ I
Job
I russ
Iruss lype
y
18334DA4.AN
ASO
HAP
1
2
Jab Reference o 8onel
eeuthem Truse, FL Pierce, FL., 34951 Rua: 82306 Od21201B Prlm: B23U a 0 21 2B18 MneB m016alee, i— rn ree 1 ux2r:w sura rage.
ID:ny4imnjpmM8mTOZIUjjwoynljv-x5E5oRMNw50Z6mPssFKNSt9AHAX71r9I14-zpZSk
NOTES-
9) Hanger(s) or other connection device(s) shall be pmvided suftictent to support concentrated load(s) 222 lb down and 281 lb up at 8-0-0, 107 lb down and 150 lb up at 10-a12.
1071b down and 150 lb up at 12-0-12, 1071b down and 150 lb up at 14-042,1071b down and 1501b up at 1640-12, 1071b down and 1501b up at 18-0-12, 107 lb down and 150
Ib up at 20.0.12, 107 to down and 150 lb up at 22-0-12, 107 lb down and 160 lbup at 234-0, 107 lb down and 160lb up at 24-7.4,107 lb dov mand 150 lb up at 26-74,107 lb
demand 150 lb up at 28-74,107 lb down and 150 it, up at 30-74, 1071b down and 150 lb up at 32-74. 107 lb down and 1501b up at 34-74, and 107 lb down and 1501b up at
3674, and 2221b down and 281 Ib up at 3&8-0 on top chord, and 2681bdovm end 1171b up at 8-0-0, 801b down at 10-0-12, 80 tb down at 12-0-12, 801b down at 14-0-12, 80
Ib down at 16-0-12, 801b down at 18-0-12, 80 Ib down at 204M2, 801b down at 22-0-12, 801b down at 23-4-0, 801b dawn at 24-7-4, 801b down at 26-74, 801b down at
28-74, 80 Ib doom at 30-74, 801b down at 32-74, 80Ib dawn at 34-74, and 80 ltdown at 3(1.74, and 268Ib down and 117 Ib up at 38-74 on boaom chord. The
designtselection of such connection device(s) is the responsibility of others.
Lumber Increase=1.25, Plate Increase=1.25
4-10=54, 10-13=54,1-13=20
b)
10=175(F)19=54(F) 21=-268(F) 20=54(F) 5=107(F) 6=-107(F)18=-54(F) 8=107(F)17=54(F) 9=-107(F)15---54(F)14=268(F)16=-54(F) 22=107(F)
=107(F) 25=107(F) 26=107(F) 27=107(F) 28=107(F) 29=107(F) 30=107(F) 31=107(F) 32=107(F) 33=54(F) 34=54(F) 35=-54(F) 36=54(F) 37=54(F)
y�pENSF����
i
PE760 1
JOD
Iruss
mss ype
/833-0A-LAN
A10D
HIP 1
7
Jab Reference (optional)
5
Sxe =
5.00 FIT
4
20 II axe = 3x6 =
5 -- 6 7
2x4 II 5x6 =
a 9
ra
Dead load Dell. = 7116In
5xe = 19 1s 17 16 15 74 13 Sxe —
416 = 315 = 4x6 = 2011 3%8 = 3x5 = 416 =
3x9 = 4x6 =
aaoa
a-0-0 100-0 1r-01ta 2d-60 30.1t-] 3a40 47-00 _ duo
i soo I 7ou I �n-z I bt1-z I Iota i sao - —owa
Plate Offsets (X Y)- (1:032
03-01 f1.0-0-14 Edae7
f4.0S12 0-2.81
f9,.0-5.12 0-2-81 (12-.0-32 0-0-01 112.133 Edwl MS0-2.0 0.1-81
fl7:03-8 0-1.81
LOADING(psf)
SPACING- 2.0-0
CSI.
DEFL
in (100)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC
0.52
Vert(LL)
0.55 16
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.50
Vert(CT)
-0.8916-17
>642
180
BCLL 0-0
Rep Stress Ina YES
WB
0.83
Horz(CT)
0.22 12
Na
No
BCDL 10.0
Code FBC2017/TP12014
Matrix-
Weight247lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
T2,T3: 2x4 SP M 31
SOT CHORD 2x4 SP M 31
WEBS 2x4 SP N0.3
SLIDER Left 2x6 SP No.2 2-75, Right 2x6 SP No.2 2-7-5
REACTIONS. (size) 1=03-0 (min. 0-1-8), 12=041-0 (min. 0-1-5)
Max Horz1-76(LC 9)
Max Uplift1=-610(LC 5), 12=-610(LC 4)
Max Grav1=1751(LC 1). 12=1751(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-8-15 on pudins.
BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing.
FORCES. Ob) - Max. CompJMax. Ten. -A t forces 250 (lb) or less except when shown.
TOP CHORD 1-2-3788/1403, 23=-3734N419, 3d=355511344, 4-5=4564/1851, 5-6=4564/1851,
6-7=4564/1851, 73=456411851, M=-056411851, 9-10=3555/1344, 10-11=-3734/1419,
11-12=378811403
BOT CHORD 1-19=1243/3414, 18-19=1119/3262, 17-18=1119/3262,16.17=186114979,
15-16=1861/4979,14.15=1116/3262,13-14-1116/3262,12.13=124(13414
WEBS 3-19=185/272, 4-19=28/375, 4-17-67811599, 5-17=405/308, 6-17=560/192,
6-16=01293, 6-16=-560/192, 6-15=4051308, 9-15=-67811599, 9-13=28/375,
10.13=185/272
NOTES-
1) Unbalanced mf live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=151t•, Car. II; Exp C; Encl.. GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent With any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoinl(s) except (jt=lb)1=610,
12=610.
LOAD CASE(S) Standard
Ole
pE 7�6051
O
NSa
Truss Type
y
1833-DA4AN
A11DG
HIP
1
2 Job Reference (optional)
amnnem Ines,tt ricrac ram, sash ram: a.eaus axxn Zorne.w a.-rsus �41 au1a
4d3b66 3540 I B-5-14 I 6-0-2 I 642 F 64nuW.rnrs0
ID:ny4imlpmNI8mTQZllwTlitULrD7OdRmQGHAPNm6U-0du-0Ba:mnQ4:u8Ie-B0.azeJu
iPaPga,
I
80E14 15 72-1 11 72
65-14 3-510 i 3-10_6 d8n
Dead Load Defl. - SB In
5.00 FIT 6x8 =
4x4 = 4x4 = Sx6 = 2x4 II 4x4 = 6x9 =
4 22 23 5 24. 45 26 276 28 7 29 a 30 31 R 933 34 35 10
�r
-,
_
Sx8 = 21 36 37 20 40 39 4018 41 42 43 1744 45 16 15 46 47 48 14 5x8 =
46 = 3x5 = 4x10 MT20HS= 3x5 = 3x8 = 3x7 = 3x5 = 4x6 =
3.7 = 4XIO MT20HS=
140
040
Plate Offsets (X Y)— 11:0320-3-01
f1-0-0A4 Edge1 r4.0.34 04-01 f10:03-4 0-4-01
N3:0-3-2 03-01
M3'1-3-3 Edge1 f15:0-3-0 0.1-81
f20'D3-O D-1-81
LOADING(psf)
SPACING- 2-0-0
CS].
DEFL.
in (loc)
lfdefl
Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.26
TC 0.69
Vert(LL)
0.92 17-18
>618
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.71
Vert(CT)
-1.2917-18
1440
180
MT20HS
1871143
BCLL 0.0
Rep Stress Ina NO
WB 0.86
Horz(CT)
0.26 13
n1a
n1a
BCDL 10.0
Code FBC2017RPI2014
Matrb(S
Weight 539 lb
FT = 201/6
LUMBER -
TOP CHORD 2x4 SP No2 `Except'
T2 2x6 SP No2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No2 2-0-1, Right 2x6 SP No.2 2-0-1
REACTIONS. (size) 1=0-8.0 (min. 0-1S),13=0-8-0 (min. 0-")
Max Hom 1=60(LC 9)
Max Uplift1=1550(LC 5), 13=1553(LC 4)
Max Gmv1=3395(LC 1), 13=3401(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3.8.0 oc pudins.
BOT CHORD Rigid cerTmg directly applied or 6-10-0 oc bracing.
BOT CHORD 1-21=3224/6913, 2136=-3352f/248, 3637=-3352f7248, 3738=-335217248,
20-38— 3352r7248, 19-20=5282111220,19-39---5252111220, 3940=-5282111220,
1840=5262/11220, 1841=6157/13083, 4142=;6157/13083, 42-43=-6157113083,
1743= 6157113083, 1744=5284/11227, 4445=5284H 1227,1645=5284111227,
15-16=5284111227, 1546=335717262, 4647=3357/7262, 4748=335717262,
1448=33SW7262, 13-14=-322816925
WEBS 3-21=238/545, 4-21=01485, 4-20=217114508, 5.20=1758/1124, 5-18=988/2135,
6-18-691/587, 8-17=-6761585, B-17=98312136, 9.15=-1757H123, 10-15=2168/4500,
10-14=01489, 11-14=239/647
NOTES-
1) 2-plytruss to be connected together with 10d (0.13150) nails as follows:
Top chords connected as follows: 2x4 -1 tow at 0-9-0 oc, 2x6 -2 rows staggered at 0-9-0 00.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) A8 loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section.
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Gpsf; h=15ft; CaL II; Exp C; End.,
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1,60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding. 1
6) All plates are MT20plates unless otherwise Indicated.
been
7) This Miss has been designed for a 10.0 psf bottom chord live load nonconptrrent wiN any other live'laads.
Continued on page 2 _ _ _
—T 7�F 1 0:1
Iq
0-` �GOR10Q!G=��
SS'1ONi ;
i
111111////'/
M-BLF�
1pENgF`��� /ice
E-76051
I
Job
eb
Imes
Nis Type
Y
1833DA-LAN
A11DG
WP 1
2 Job Reference o danel
d 10821-05201B Pj
Ft Pwrm FL, MWI FWn: d230s Od212013 Petit 8MO8220t8ALTeklntlusea,InF
ID:ny4imn)pmWIgmTOZIOfnvcynfjwtOLZi'CdRWLZ6; 2GHA ;N '06rie d(BrJPPiiR&
NOTES.
8) Pmvlde mechanleal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)Olnt(s) except (It=lb)1=1550, 13=1563.
9) Hadger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 222 Ib down and 281 lb up at 8-0-0. 107 Ib down and 1501b up at 1 D-0-12,
107 lb down and 150 lb up at 12-0.12,1071b down and 150 lb up at 144-12,107 lb down and 150 lb up at 16-0-12. 107lb down and 150 lb up at 16.0-12, 1071b'dowh and 150
Ib up at 20-0-12,1071b doom and 150lb up at 22-0-12, 1071b down and 15016 up at 240-12, 107 Ib down and 150Ib up at 26-0-12,1071b down and 1501b up at 28-0-12,107
lb down and 150Ib up at 30-0.12,1071b down and 1501b up at 32-0-12, 1071b down and 150 tb up at 34-0-12,1071b down and 150 lb up at 36.0-12, and 107lb down and 150
lb up at 38-0-12, and 222 lb down and 281 It, up at 40-0-0 on top chord, and268 to down and 1171b up at 84)-0, 801b down at 10.0.12, 801b down at 12-0.12, 801b down at
14-0.12, 801b down at 16-0-12, 801b down at 18-0-12, 801b down at 20-0-12, 80lb down at 22o-12, 80lb down at 24-0-12, 801b down at 26b12, 80 lb down at 28-0-12, 80
Ib down at 30-0-12, 801b down at 3240-12, 80lb down at 34-1)42, 801b down at 36-0-12, and BO lb down at 38-0-12, and 2681b down and 1171b up at 30-11.4 on bottom
chord. The designlseleclion of such connection device(s) is the responsibitity of others.
LOAD CASE(S).Standard
1) Dead+ Roof L'wa(batanced): Lumber Inraease=1.25, Plate Increase=125
Vert 1-0=-54, 4-10---54, 10-13=34,1.13=20
Concentrated Loads (lb)
;, pE 76051
Job
rus5
TMSS TYPO lif
1a33DA-LAN
C1
NIP 1 it
1
Jab Reference Otiwal
SauNem Tmsv, Ft Pluce, Fl. 34551
ss77--112z � 1a17-0asa fb=a�"w'.'—rva—
i 1VID:ny4imnjpmNj8mTAUgwtynljv-tUI rD-.7.,OoX nan,u,w„1fm-0t-.-01.z•µ rNtemDUooB�12-0 -a
PPEvZS.
I
z.1 W I 42
oao
Dead laid Defl. -114 in
414 = 40 =
oar = ax4 =
21b0
r -0-0 1+0 1000 _i 12-0a I 21
119 88e 2-0a
o-to
Plate Offsets (KY)— 11.0-1
14 0-0-21 11•0-0-013-21
I6,0-0-013-21 16•D-1 14 0-D-27
f8.038 0347
LOADING(psf)
SPACING- 2k0
CSI.
DEFT-
in
Poo)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
Vert(LL)
.0.26
1-8
>981
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT)
-0.54
1-6
>473
180
BCLL 0.0
Rep Stress Ina YES
WB 0.19
Horz(CT)
0.05
6
n/a
n/a
BCDL 10.0
Code FSC20171TP120i4
MatrixS
Weight•t001b Fr=20%
LUMBER -
TOP CHORD 2x4 SP No2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left 2x5 SP N0.2, Right 2x6 SP No2
REACTIONS. (s¢e) 1=0-6-0 (min. 0.1-8), 6=0-8-0 (min. D-1.8)
Max Harz 1=76(LC 11)
Max Upliftl=265(LC 8), 6=265(LC 9)
Max Grav1=789(LC 1), 6=789(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc pudins.
BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing.
FORCES. ((b) -Max CompJMax. Ten. -AII forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=1493/534, 2-3=-11731347, 3-4=1039/343, 4-5=N73I347, 5-6-1493/534
BOT CHORD 1$ 504/1333, 7-8=212I1039, 6-7=428/1333
WEBS 2-8=-3671327, 3.8=50/298.4-7=511298, 5-7=367/328
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-1% Vuit--160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.DpsF, h=15ft; Cat. II; Fxp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord two load noncommarent with any other five loads.,
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except 01A- b)1=266,
6=265.
LOAD CASE(S) Standard
`. 1 PE 651
1
1
f
� t'� t4�<Cr�� 4
0- �LORIOAi
�ONA;
iou
Truss type Qty
1833-DA-LAN
C2
HIP 1
fly 1
Jab Reference (oollona0
SoulnCm TWW, FL Plena, FL, 34951 Run: 8.230 a Oct 21 2018 Rint 8.2W a O 212018 Mrek Wua6 M Ix. FO Fea 1 Ue:l1:Ue lute Page 1
ID:ny4lmnlpmNjemTOZIUJwLYntjv-LgvERTPFCgUbOZV c oPxaNwsuCJWPGRPd2yxgzPZSh
'
as-s e-aa 1a-0o 1 17sm + 210
4Le 35-,0 8-0-0 3510 — b3108 0-&0
4x7 =
1-
4x4 =
Dead Load Dell. -1/8 ih
220-0
-[W
BOO
k
,40-0
2,-0a
2W
' 14/0 i
7-0-0
aaL
t
7-a0
68a
Plate Offsets (XY)- rt0-0-0132t
11:0-1-14.G-0-2t 13:0-54.04M,
t6:0.1-140-0-21
16:0-0-0.1-3-2t
LOADING(paf)
SPACING- 2.0-0
CSI.
DEFL
in
Qua)
Well
Lid
PLATES
GRIP
TOLL 20.0
Pule Grip DOL 1.25
TO 0.88
Veri(LL)
-0.13
1-9
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC US
Vert(CT)
-0.27
1-9
>954
180
BCLL 0.0
Rep Stress Ina YES
WB 0.12
Hom(CT)
us
6
n/a
n/a
BCDL 10.0
Code FBC2017IP12014
Matrbt-S
Weight 1031b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 6=0-8-0 (min. G-1-8)
Malt Horz1=61(LC B)
Max UpliR1=-246(LC 8), 6=246(LC 9)
Max Grevl=789(LC 1). 6=789(LC 1)
BRACING -
TOP CHORD Structural woad sheathing direly applied or 44-15 0o pudins.
BOT CHORD Rigid calling directly applied or 882 oc bracing.
FORCES. Qb) - Mom CompJMax. Ten. -All forces 250 Qb) or tens except when shown.
TOP CHORD 1-2=15391517, 2-3=1327/443, 34=1201/433, 4-5=1327/443, 5-6=-1539/517
BOT CHORD 1-9=-47011373, 8.9--312/1201, 7-8=312/1201, 6.7=-03011373
WEBS 3-9- 32/306; 4-7=121306
NOTES-
,) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=160mph (3•second gust) Vesd=124mph; TCDL=42pst BCDL=S.Opst h=151t Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 pall bottom chord Eve load nonconcurrerd with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoinl(s) except 0=1b)1=246,
6=246.
LOAD CASE(S) Standard
M 13LF�n����/f
�all
GENSF`�L �
i
PE 7r
Job
Ituss
NSS yp0
1833-DA4AN
C3G
HIP 1
1
Job Reference (optional)
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ID:ny4imnjpmNjBmTOZIUDwcynljv-LgvERTPFCgUbOZV _ c oPxeN7uDSWMrRPd2yxg2 h
3,5-2 8410 1G00 18a-14 21.4-D it-0-0 -00
3S2 I 24i•14 I o 5-0-0 I 2-614 2•&2 080�
4x7 =
1x4 II
4x7 =
5.00 12
4 14
15 5 16
Irr
17 6
ix4
I
4x5 4 3
2
<
1
314=
13 18
12 t1 18
20 10
us —
3x4 =
3x4 — 318 =
3x4 =
Dead Load Dell. =1181n
)x4 4
7
84x5 � d
N
9
I$
3x4 =
5x5 =
2z
0s0
Plate Offsets (XY)- 11:0-0-10
Ed(iel. f4:eS•4 0-2-01
f6:D-5-4 0-2-01, f9:0-4-10 Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in poc)
1/de8
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.55
Vert(LL)
0.16 11
>999
240
MT20 244/190
TCOL 7.0
Lumber DOL 1.25
BC 0.61
Vert(CT)
-0.2311-13
>999
180
BCLL 0.0
Rep Stress Ina NO
WB 0.27
Horz(CT)
0.07 9
We
n1a
BCDL 10.0
Code FBC2017/fP12014
Mabix.S
Weight:1101b FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
SOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP ND21-9-7, Right 2x6 SP No.21-9-7
REACTIONS. (size) 1=0S-0 (min. 0.1-8), 9=0-8-0 (min. 0-1-8)
Max Herz 1=46(LC 28)
Max Upliftl=506(LC 8), 9-507(LC 9)
Max Grav 1=1 122(LC 1).9=1121(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc pudins.
BOT CHORD Rigid ceiling directly applied or 511-11 oc bracing.
FORCES. (lb) - Max. CompJMax. Ten. -AO forces 250 0b) or less except when shown.
TOP CHORD 1-2=231311084, 2-3=225711087, 34=226011094, 4-14=2686f1357, 14-15=268511357,
5.16=268511357, 5-16=2685f1357, 16-17=268511357, 6-17=268611357,
6.7=2259/1094, 7-8=2257/1087, 8-9=231211084
BOT CHORD 1-13=98312059, 13.18=94012088, 12-18=940/2088,11-12=94012088, 11-19=93812088,
19-20=93812088,10.20=939/2088, 9-10=945/2059
WEBS 4-13=01312, 4.11=367/712, 5.11=-451/408, 6.11=3671712, B-10=01311
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=42psF, BCDL=5.Opsh h=151t: CaL 11; Exp C; Encl.. GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed; LumberAOL=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 nonooncuaent with my other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)1=506,
9=507.
6) Hanger(s) or other connection device(s) shall be previded sufficient to support concentrated lood(s)166 lb down and 23316 up at 6-0-0, 57
lb down and 107 lb up at 8-0-12, 57 lb down and 107 lb Up at 1040-12. 57 lb dawn and 107 lb up at 11-11-4, and 57 lb down and 107 lb up
at 13.11-4, and 166 lb down and 233lb up at 18h0 on top chord, and B4 lb down at 6-0-0, 41 It, down at 8.0-12, 41 lb dawn at 10-0-12,
41 lb dawn at 11.11-4, and 41 lb down at 13-11-4, and 84lb down at 15.11-4 an bottom chord. The design/selection of such connection
device(s) is the responsib8ily of others.
7) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or beck (B).
LOAD CASE(S) Standard ;
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loads (Pm \� /z�
tel ds (lb-8=54, B-9--04, 1-9=-20
Concentrated _ \\\\\ M • L��t •` �r///
2Vert
0=27(B)19(B) 6=119(B)12=27(B)13=49(B)19--49(B)14=55(B)15=55(B)16=55(B) 17=55(B) 18=27(B)'`a?�)� yr ENSF�
= ( yr PE 760051 n t
I was I ype
Ply
IJOD
1833-DA-LAN
CJ2
MONO TRUSS
1
1
Job Reference o tional
aoumem ,ruse, n rarm, ram, xwr
..,.ten
Mw
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in Qoc) Udell Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.13
Vert(I-L) -0.00 5 >999 240
MT20 2441190
TCDL 7.6
Lumber DOL 1.25
BC 0.12
Vert(CT) 0.00 4.5 >999 180
BCLL 0.0
Rep Stress Inv YES
WB 0.D4
Hoa(CT) -0.01 3 We We
BCDL 10.0
Code FBC2017fTP12014
Matrix-P
Weight 10 lb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-13 oc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical,4=Mechanica1,5=0-11-5 (min. 0-1-8)
Max Hom5=48(LC 4)
Max UpIW3 20(LC 3), 4=29(LC 1), 6=201(LC 4)
Max Gmv3=5(LC 4), 4=36(LC 4), 5=L76(LC 1)
FORCES. Qb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES.
1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.1a,
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3) Refer to glyder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of buss to hearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except QMb).5=201
LOAD CASE(S) Standard
mss
Inuss type
Ia33DA-LAN
"
JACK 1 2
1
Job Reference o tional
southern Truss, Ft. Pierce, FL, 3,1931
LOADING(psf)
TCLL 20.0
TCOL 7.0
SCLL 0.0
BCDL 10.0
I SPACING- 2.0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina NO
Code FBC2017frP12014
+ CSI.
I TC 0.18
BC 0.15
W8 0.04
Matrix-P
I
DEFL, In
Ved(LL) -0.00
Vert(C) 0.00
Hoa(CT) -0.01
(Ioc) MIT Lld
5-6 >999 240
5-6 >999 180
3 We nla
I PLATES GRIP
MT20 2441190
Weight 17lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6E-6 oc pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid calling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings Mechanical except (jt=length) 6=0-115, 5=0-115.
Ott)- Max Horz6=81(LC4)
Max Uplift A0 uplift 100 lb or less at Joints) 3,5 except 6=192(LC 4)
"
Max Gmv All reactions 250 lb or less atjoint(s) 3, 4, 5 except 6=259(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vosd=124mph; TOOL=4.2psf; BCOL=5.0psf; h=1511; Cat II; Exp C; End., GCp1=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load norrcencument with any other live loads.
3) Refer to girders) for truss to truss connections.
4) Provide mechanical connection (by others) of buss to beating plate capable of withstanding 100 lb uplift at joint(s) 3, 5 except Qt=lb) 6=192.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb down and 110 Ib up at 2-11-0 on
top chord, and 20 lb down and 71 lb up at 2.11-0, and 21h down and 7lb up at 2-11.0 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Inaease=1.25, Plate Inctease=1.25
Uniform Loads (pif)
Vert 1-3=54, 1-4=20
Concentrated Loads (Ib)
Vert 7=36(F) 8=46(F=47, B=1)
Joe
Nss
MW ype
y
IMIM-LAN
CJB
JACK 2
1
Job Reference bona)
snuxrem Truss, FL Piece, FL, M951
I
Plate Offsets OI.V)— 12.0-0.8
0-1-121 f5.0-1-101.8.61
15:0.0.0
0.1-121
LOADING(PSI)
SPACING- 2-0-0
CSI.
DEFL
in
Quo)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL)
-0.07
4.5
>999
240
IM0
2441190
TCDL 7.0
Lumber DOL 1.25
SC 0.35
Vert(CT)
-0.10
4-5
1796
180
SCLL 0.0
Rep Stress Ina NO
WB 0.06
Horz(CT)
-0.03
3
We
nla
BCDL 10.0
Code FBC2017FrPI2014
Matrix-P
Welght 26 to
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 3=101echanical,4=Mechanical, 5=0-11-5 (min. 0-1-8)
Max Horz5=123(LC 4)
Max Uplift3=125(LC 8), 5=205(LC 4)
Max Grav3=141(LC 1).4=99(LC 3). 5=304(-C 31)
FORCES. (lb) - Max CompJMax Ten. - All forces 250 Qb) or less except when shown.
WEBS 2-5=263/213
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins.
BOT CHORD Rigid ceiling directly appied or 1 D-0-0 on bracing.
NOTES-
1) Wind: ASCE 7-10; Vuit=160mph (3-secand gust) Vesd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=158; Cat II; Exp C; Encl., GCp1=0.16;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 Pat bottom chord live load noncencurrent with any other live loads.
3) Rater to girder(s) for truss to truss connections.
4) Provide mechanical cennection (by others) of truss to hearing plate capable of withstanding 1001b upgft atjolnt(s) except Qt=1b) 3=125,
5=205.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb down and 110 lb up at 2-11.0, 73
Ib down and 110lb up at 2-11-0, and 26 ib down and 5216 up at 5-8-15, end 26lb down and 521b up at 5-8-15 on top chord, and 201b
down and 71 Ib up at 2-11-0, 201b down and 71 Ib up at 2.11-D, and lO Ib dawn and 2lb up at 54-15. and 10Ib down and 2lb up at
5.8.15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section. loads applied to the lace of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Un'domr Loads (pil)
Vert 1.3=-54, 1.4=20
Concentrated Loads Qb)
Vert 6=72(F=36, B=36) 8=94(F=47, B=47)
M. E3k
I\GENSt, ., /ii
� PE 76051`t
1
oN 11G \\\
Job
mea
I was lype
NY
183"A4AN
CJa
JACK 4
7 Job Reference o tlonal
SWm¢m 1cuss, rt VIPfC&rx., 349J1 rtun. o.auea �aa cu mr,mu O7l wcyn.1131,.pSQu..,Wft....-.... L.___..____._._`_.
ID: rry4imnjpmNjemTOLUjjwrynljv-131 seOWM2k,IfleNld'gN7TLXhviOHyMzX3g2zpZSr
1-9-14 64-5 10.6-4 11-2-4
�_nne d-a-7 4.1-15 0.8-0
Mu
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL in
(lac) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.55
Vert(LL) 0.06
6-7 >999 240
MT20 2441190
TCOL 7.0
Lumber DOL
1.25
BC 0.56
Vert(CT) -0.10
6-7 >999 180
BCLL 0.0
Rep Stress Ina
NO
WB 0.23
Horz(CT) -0.04
4 n1a n1a
BCDL 10.0
Code F13C2017f1'P12014
Matrix-S
Weight 44 lb FT=20%
LUMBER-
SPACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 64)-0 oc pudins.
BOT CHORD 2x4 SP No2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 8=0-11S (min. 0-1-8), 6--Mechanical
Max Hmz8=164(LC 8)
Max Upl1114=127(LC 4), 8=259(LC 4), 6=100(LC 8)
Max Grav4=145(LC 1), 8=396(LC 31), 6=243(LC 1)
FORCES. Qb)- Max. CompJMa Ten. -AII forces 250 (1b) or lass except when shown.
TOP CHORD 1-2=-010N89, 2-9-456216, 9-10=-0591227, 3-0D=-414M15
BOT CHORD 1-8=1771411, 8-12=295f411, 12-13=2951411, 7-13=2951411, 7-14=2951411,
6.14=2951411
WEBS 3-6= 4441318
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3secend gust) Vasd=124mph; TCOL=4.2psf; BCDL=S.Dpst h=15ft; Cat. II; Exia C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics ma a consideration.
3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live Inads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoinl(s) 6 except (t=lb) 4=127,
8=259.
6) Hanger(s) or other connection devices) shall be provided suf6deirt to support concentrated Iced(s) 73 Ito doom and 110 lb up at 2-11-0, 73
lb down and 1101b up at 2-11-0, 261b down and 621b up at 54i-15, 261b down and 5216 up at 547-15, and 581b down and 107Ib up at
8-6-14, and S81b down and 107 lb up at B-6-14 on top chord, and 20 lb down and 71 lb up at 2-11-0, 20 lb down and 71 lb up at 2-11-0,
10lb down and 2lb up at 5-5-15, 101b down and 2lb up at 5-8-15, and 27 lb down at 84a14, and 27 lb down at 8-6.14 on bottom chord.
The designtselection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Untolm Loads (pill
Vert 1.4=54, 1-5--20
Concentrated Loads (Ib)
Vert 9=72(F=36, B=36)11=65(F= 33, B=-33)12=94(F=47, B=47)14�37(1`=-19, B=19)
�BL ` 1��/NS �.�L-"i
i
, I FE 76051
- y �ATE�r i cc
JOD
IMSS
Truss Type
y
1833-DA4AN
We
HIP
lQry
1
1
Job Reference o 8ona1
SouMern Truce, FL Plena FL, 34951
Run:
414 = 414 =
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL in
Poo) Udefl Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.19
Vert(LL) -0.00
6-7 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.14
Vert(CI) .0.01
6-7 >999 180
BCLL 0.0
Rep Stress Ina NO
WB 0.08
Harz(CT) -0.00
5 We n/a
BCDL 10.0
Code FBC2017) P12014
Matrix-P
Weight 38 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD '
Structural wood sheathing directly applied or 640-0 oc pudins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid calling directly applied or 6-0-0 oc bracing.
SLIDER Left 2x4 SP No.31-8-15
REACTIONS. (s¢e) 5=0-S-0 (min. 0-1-8), 7=0A-0 (min. 0.2.6)
Max Ho=7=64(LC 8)
Max Upiif15=121(LC 9), 7=707(LC 4)
Max Gravy=213(LC 18), 7=1971(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-7=3371261
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wlnd: ASCE 7-10; Vult--160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. 11; Elm C; Encl.. GCpl=0.18;
MWFRS (envelope); cantilever left and tight exposed ; Lumber DOL=1.60 plate grip OOL=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 nonconcrnrem with any other live leads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 in uplift stjoinl(s) except ft=lb) 5=121,
7=707.
6) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 57 lb down and 110 m up at 3-". and
26111 down and 571b up at 44-0, and 57 Ib down and 110Ib up at 541-0 on tap chord, and 1622 lb down and 543 lb up at 1-2-12. 23 lb
down at 3-0-0, and 141b down and 2lb up at 44-0, and 23 fb down at 5-74 on bottom chord. The deslgn/selection of such connection
device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=54, 23=54, 3-4=-54,1-5=20
Concentrated Loads (lb)
Vert: 7=1622(B)
ENS�``;�L
P.E 6051 i
Jab
russ
1rass lype
y
1833-0A-LAN
J2
JACK 14
1
Job Reference o Bonal
bou m Thrss, FL Pierre, FL, 34951 film: 8280e Od 212o18 P4nC Ba3aeOct 212018 MfrexU Mm. Inc tlFN 18921982a1"B �Pa�e�1
IDaty4imn)pmNBmTOZIUjjwcynljv- FbM3UR8VIsAH1DZH6LeZD7dn5MflmTt6bHcr'rzptwe
19 200
Plate Offsets (KY)- 12:040-12
0-1-121 F2:0.1-11 1-2-81
15:0-0-0
0-1-121
LOADING (pal)
SPACING- 2-"
CSI.
DEFL
in
Qoc)
Vdefl
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.07
Ved(LL)
-0.00
5
>999
240
MT20 244t190
TOOL 7.0
Lumber DOL 1.25
BC 0.06
Vert(CT)
0.00
5
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.02
H=(CT)
-0.00
3
nta
n)a
BCDL 10.0
Code FSC20171TP12014
Matrix-P
Weight 7 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical,4=Mechanical,6=0-S-0 (min. 0.1-8)
Max Horc5=43(LC 8)
Max Uplih3=-34(LC 1), 4=-43(LC 1). 5=124(LC 4)
Max Gmv3=15(LC 4), 4=29(LC 4), 5=223(LC 1)
FORCES. Qb) -Max. CompJMax Ten. -AII forces 250 Qb) or less except when sham.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 240.0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7.10; Vult--160mph (3-secand gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Dpsf; h=151t; Cat 11; Exp C; Encl., GCp1=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord rive toad noncencurrent with any other live loads.
3) Referto girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3,4 except fit -lb) 5=124.
LOAD CASE(S) Standard
i
� PE 051 `1
I *_
//�'i/;S 31ONA 1 0�
o
toss
nuss ype
Y
1e33-DA-lAN
J121
JACK
2
i
_ _ _
Job Reference (opsonell
.... suss, rLrte r�.:wuor
2x8 It
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL.
In
Qoc)
I/deg
Ld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TO 0.02
Vert(LL)
0.00
4
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.01
Vert(CT)
-0.00
4
>999
180
I
BCLL 0.0
Rep Stress Ina
YES
WE0,00
Horz(CT)
-0.00
2
n/a
n1a
BCDL 10.0
Code FBC2017frP12014
Matrix-R
Weight 4lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 4=048-0 (min. 0-1-8), 2=MechanIwI, 3=Mechanical
Max Hom4=17(LC 8)
Max Upii112=24(LC 8). 3=-0(LC 8)
Max Grav4=31(LC 1). 2-22(LC 1). 3=16(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15fl; Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1:60 plate grip DOL=1.60
2) This truss has been designed fore 10.0 psf bottom chord two load nonconcunenl with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connedion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 2, 3.
LOAD CASE(S) Standard
t
M BLS///����i
ilPE 76051
im
N5a
Truss I ype
18334)A4AN
34
ILIty
JACK 15
Fly
i
Job Reference (optional)
ao . TN . K Pierve, FL, 34951
1 0-0 I 441.0
1-0-0 3-0-0
Plate Offsets KY)- 12:0-0-12
0-1-121. I5:0-1-0.1-2-07.
I5:D-0-0
0-1-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in
(loc)
Udeg
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.09
Vert(LL) -0.00
4.5
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
SC 0.07
Vert(CT) -0.00
4-5
>999
-180
BCLL 0.0
Rep Stress Ina YES
WB 0.03
Horz(CT) -0.00
3
n/a
We
BCDL 10.0
Code FBC2017frP12014
Matrix-P
Weight: 13 lb
FT=20%
LUMBER -
TOP CHORD ZO SP Not
BOT CHORD 2M SP Not
WEBS 2x4 SP No.3
REACTIONS. (size) 3--Mechanical, 4=Mechanical, 5=0.8-0 (min. 0-1-8)
Max Hoa5=83(LC 8)
Max UplffB=-59(LC 8). 5=90(LC 4)
Max Crav3=54(LC 1), 4=40(LC 3), 5=220(LC 1)
FORCES. Qb) - Max. Comp./Max. Ten. - Al forces 250 (Ib) orless except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-0 on pudins.
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=42psF BCDL=5.0psf, h=15ft; Cat 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads.
3) Refer to girders) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 3, 5.
LOAD CASE(S) Standard
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f PE 76051 �t
>= 1 "? l
i
= 1
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job
iruss
Ury
Ply
1933-DA4AN
is
JACK 14
1
,lob Reference [optional)
ID54-0 njpmNjemTOZlUjjwrynljv-mFbM3URBVIsAFI1 DZH LBZD7am5fCV7mvA6bHcY Se
1<-o Sd-0 i
44F0 68-0
.1
LOADING(psf) SPACING- 2-D0 CSI. DEFL in Qoc) Well Vd PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TO 0.26 Vert(LL) -0.02 " >999 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4.5 >999 180
BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) -0.02 3 n/a n/a
BCDL 10.0 Code FBC2017frPI2014 Matrix-P Weight: 19 lb FT=20%
LUMBER- BRACING.
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ac pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D•D-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3--Mechanical, 4--Mechanical, 6=0-8-0 (min. 0.1.8)
Max Horz5=124(LC 8)
Max Upl=8 104(LC 8), 5=-94(LC 4)
Max Gmv3=109(LC 1), 4=81(LC 3), 5=283(LC 1)
FORCES. Qb) -Max CompJMax. Ten. -Aft forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VWt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wdh any other live loads.
3) Refer to girder(s) for truss to truss connectlons.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 5 except Qt-4b) 3=104.
LOAD CASE(S) Standard
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/ PE 76051
1
4 ..
JOD
Truss Type
1833-0A-LAN
iTrusai
JB
JACK
luty
34
Fly
1 1
Job Reference (optional)
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I.
ram:e.aaoe oazt Batarunt azwsoan Zulu"M umusmea, nm, rn rep tuast:nu Nu ra a�
ID:rty4imn)pmMemTOZILrlwcyngvERgkGgSmG3_lvBoIrgLL60Yg9VcVsCh1KE0A4Rry d
14-0 7-4-0
1-0-0 6-0-0
mu
Dead Load Dell. =118 in
LOADING(psl)
SPACING- 2-0-0
CSI.
DEFL. in
Qoc) Wall Lid
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.61
Vert(LL) 0.10
4-6 >766 240
MT20 2441190
TOOL 7.0
Lumber DOL 1.25
I
I
BC OA7
Vert(C'T) -0.18
I
4-5 >444 180
I
BOLL 0.0
Rep Stress Ina YES
WB 0.09
Horz(CT) -0.06
3 Na nla
BCDL 10.0
Code FBC2017fTP12014
Matrix-P
Weight 26 lb FT=20k
LUMBER.
BRACWG-
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudlns.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid calling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3--Mechanical, 4--Mechanical, 54-8-0 (min. 0-1-8)
,
Max Horz6=165(LC 8)
Max Uplift3=147(LC 8), 5=106(I.0 8)
Max Grav3=161(LC 1).4=120(LC 3), 5=353(LC 1)
FORCES. Qb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
WEBS 2-5=3191300
NOTES-
1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15R, Cat II; Exp C; End., GCp1=0.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other five loads.
3) Refer to girder(s) for buss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at )olm(s) except Qt=1b) 3=147,
5=106.
LOAD CASE(S) Standard
N
`N���
PE 76051
i��r :�LORIOQi 2 7� i
///�iZ/S/0INlI1�G\\\\
I rt 6
ion
1russ
Truss
y
1633DA4AN
V4
VNlEV 1
1
Job Reference bon
ID:r y4imnlpmMemTO7JUjwcplN-ERgkGgSmG3_1vBdrg6.6QYpOVhtsD41KE0A4Rzp d
2-0-0 34-0 A-0 0
2-0-0 1.4-0 we
5.00 Fi2 2
2x4 G
3x4 =
2A
3
LOADING(psf)
SPACING- 2-"
I CSI.
DEF( in
(roc) Udell Ud
PLATES GRIP
LL TC20.0
Plate Grip DOL 1.25
TO 0.04
Vert(LL) Na
n/a 999
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.13
Vert(CT) Na
I
nla 999
I
BCLL 0.0
RepSbessincr YES
WB 0.00
HarzCT) 0.00
3 nla n1a
BCDL 10.0
Code FBC2017frP12014
11II
Matrix-P
Weight: 10 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc pudins.
BOT CHORD 20 SP No.3
BOT CHORD
Rigid calling directly applied or 10-0-0 an, bracing.
REACTIONS. (size) 1=4-" (min. 0.13), 3=4-M
(min. 0-1-8)
Max Hom 1-1 O(LC
9)
Max Upilftt=33(LC
8), 3=33(LC 9)
`
Max Gmvt=94(LC
1), 3=94(LC 1)
FORCES. (Ib)- Max. Comer Max. Ten. - All forces 250 Qb) or less except when shaven.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psh, BCDL=5.OpsF, h=15ft Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ;,Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 par bottom chord live load nonconcunent vAth any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at)oings)1, 3.
LOAD CASE(S) Standard
E31-�n
1 PE 76051 n
4
Joe
Tress
NSS ype
183"A-LM
Va
VALLEY
1
1
Job Reference o tional
Z
ao ..... IL Ilene, ram, as l
2x4
1x4 II
4.4 =
3
4
2x4 a
7-4-0
'
7-4-0
LOADING(l:A
SPACING- 24)-0
CSI.
DEFL.
in Qoc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.28
Vert(LL)
nla -
We
999
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.18
Vert(CT)
n/a -
n/a
999
-
BCLL 0.0
Rep Stress Incr YES
WB 0.03
Horz(CT)
0.00 . 3
We
nla
BCDL 10.0
Code FBC2017/PPl2014
Matrix-P
Weight 24lb
Ff=20%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=8-0-0 (min. 0-1-813=8-0-0 (min. 0-1-8).4=8-0-0 (min. 0-1.8)
Max Homl=25(LC 8)
Max Uplift1-50(LC 8). 3=62(LC 8), 4=-52(LC 8)
Max Grav1=118(LC 1).3=118(LC 1).4=248(-C 1)
FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins.
BOT CHORD Rigid selling directly applied or 10-0.0 oc bracing.
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opst h=15ft; Cat 11; Exp C; End., GCpi=0.16;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This tress has been designed for a 10.0 psf bottom chord live load nonconcunent with my other live loads.
5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjolnt(s)1, 3, 4.
LOAD CASE(S) Standard
\\\\ �'''�
j
PE76051
1 M
1 l��
�i 0-
NA;�
fj
0
mm _fuss
Type
1633-0A-lAN
V12
VADF'
11.1ty
1
it 1
Job Reference o one
ID:ny4imnjpmNj9mTOLUjjwcynlJv-ER9kGgSm63_1vBOIrg11eOVhmVc6sD8110=0A4 d
6-0-0 11.4-0 12-60
E0`0 I 5-4-0 _ _ _ 0&0
4x4
2
4
3x4t. tx4 It 3R4
LOADING(psf) SPACING- 240-0 CSI. I DEFL In Ow) Wall Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 125 TC 0.57 Vert(LL) No - Na 999 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC OA5 Vert(CT) Na - nfa 999
BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) 0.00 3 We Na
BCDL 10.0 Code FBC2017frP12014 MatrixS Weight 381b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural xrood sheathing directly applied or 6.0-0 oc purims.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=12-0-0 (min. 0-1.8), 3=12-0-0 (min. 0-1-8), 4=12-0-0 (min. 0-1-8)
Max Hors 1=40(LC 10)
Max Upiiftt=-78(1_C 8), 3=-85(LC 9), 4=115(LC 6)
Max Gmvl=175(LC 17), 3=175(LC 18), 4=439(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (1b) or less except when shown.
WEBS 24=2881159
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl.. GCp1=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requlres'contlnuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 3 except at —lb) 4=115.
LOAD CASE(S) Standard
1 . PE 76051
Mit
NAL
Joe
iruss
Inuss lype
1833DXLAN
V16
VALLEY
1
i
.lob Reference (optional)
4X4 =
3
6 7 6
3A 1x4 11 1x4 11 1X4 11 3X4 �
154-0 Ob0
LOADING(psf) SPACING- 24D-0 CSI. DEFL. In Ooc) tde9 Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) Na - Na 999 MT20 244/190
TOM 7.0 Lumber DOL 1.26 BC 0.18 Vert(CT) nla - nla 999
BCLL 0.0 Rep Stress [nor YES WB 0.06 Horz(CT) 0.00 5 Na Na
BCDL 10.0 Code FBC20171TPI2014 MatrixS Weight 65lb FT=20°%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 as pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 16-0-0.
Ob)- Max Horzt=55(LC 11)
Max Uplift All uplift 100 lb or less atjoint(s)1, 5, 7 except 8=175(LC a), 6=175(LC 9)
Max Grav All reactions 250 lb or less atjolnt(s)1, 5 except 7=262(LC 1). 8=318(LC 17), 6=318(LC 18)
FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown.
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=5.Opsf, h=1511; CaL II; Exp C; End., GCpI=0A8;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads.
5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Is uplift atjoint(s)1, 6, 7 except 61=1b)
a=175, 6=175.
LOAD CASE(S) Standard
Wl
\\�'\\fJ M BL9s�/Z
'N�Q�
PE 76051
t
t
M L,1 w
JOD
Ifuss
N58 ype
1833-DA4 AN
V19
VALLEY
11"
1
IF 1
Job Reference o tional
aoumem i ruea, r� riaw, n.., :wwr
1 5.00 12
1x4 II
2
1
414 =
3
1x4 II
4
5
3x4 8 7 6 3x4II
1x411 5x4= ix411
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 115 TO 0.47 Vert(LL) nla - n1a 999 Mi20 2441190 .
TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(C) rda - nla 999
BCLL 0.0 Rep Stress Ina YES NB 0.08 Hmz(CT) 0.00 5 nla We
BCDL 10.0 Code FBC2017frP@014 Matrix- Weight 69 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or S-" oc purilns.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid wiling directly applied or 10-0-0 oc bracing.
OTHERS 2M SP No.3
REACTIONS. All bearings 19-8.0.
Qb) - Max Horz1=-89(LC 9)
Max Uplift All uplift 100 lb or toss at)olnt(s)1, 5 except 8=-225(LC 8). 6=225(LC 9)
Max Grav All reactions 250 lb or less st)olnt(s)1, 5, 7 excepl8=416(LC 17), 6=416(LC 18)
FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-8=299I267,4-6=2991266
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat 11; Exp C; End., GCp1=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nommricunent with any other live loads.
5) Provide mechaniml connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at)ohigs)1. 5 except at --lb) 8=225,
6=225.
LOAD CASE(S) Standard
PE 7.6051 -
1
N„