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HomeMy WebLinkAboutTRUSS PAPERWORKSOMME L
Com NEs �4py
Southern Truss
2590 N. Kings Hwy
Fort Pierce, FL 34951
(772) 464-4160 • Fax: (772) 318-0015
Job Nmnber.
J1900223
s y
cmxane..
Ryan Homes
G
Name:
RYAN HOMES J5113 L-25
Address:
cny, S7, &P.
General Truss Engineering Criteria & Design Loads
Bnnding code and CbAW=
CompoterPnW= Used:
MTek Version:
37.0 psf ROOF TOTAL LOAD N/A " r
Wrnd Bul1dln9AU9ft0 y:
0 mph from Unassigned
No.
Data
Truss ID#
1
D221/19
A1A
2
02/21/19
A2C
3
02121n9
A9C
4
D221119
A3E
5
0221119
A4B
6
MOM
AM
7
0221119
A5B
6
0221/19
AM
9
0221119
A66
10
0221/19
Aso
11
0221119
AM
12
0221/19
AM
13
0221/19
AB
14
0221119
AM
15
=1119
A70D
16-
0221H9
A11DG
17
0221/19
CJ2
16
0221/19
CJ4
19
0221/19
cis
20
0221/19
DEG
21
0221119
J2
22
0221/19
J2A
23
022119
J4
24
=1119
J6
25
0221119
J6
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-W. Sleekly
Ft Reg. Eng. No. 76051
2590 N. Kings Highway
Fort Pierce, FL 34951
Page 1 of 1
TYPICAL DETAIL @ CORNER. — HIP
~ NOTE NOS=National Design Specifictions ALLOWABLE REACTION PER JOINT
for Wood Construction. 1325j per Nail (D.O.LFactor=1.00) UP 70 2 W = 2-16d Naus REVD.
rids toe nails only have 0.83 of 0 UP TO 394f = 3-16d NAILS REO'D.
lateral Resistance Value.
1z
1
OVER
n•�a-
tAo SOA
nlu
! c7 H7 iF6, GIRDER, �N(. 11 nI L
Typical jack 45' t ,
attachment - — - — - — use 3-16d
toe na1 O
TYPICAL CORNER LAYOUT § T-16d
Typical Hip-jacK
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1=J3 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d
nails
- - - - -
BC
- - - - - --
2-16d
nails
-----
J5 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d
nails
- - - -
BC
-- - - - --
2-16d
nails
-----
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TC
- - - - - - -
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nails
- - - - -
BC
- - - - - - -
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nails
- - - -
HIP JACK GIRDER (CJ7) TO HIP
GIRDER
TO
- - - - - - -
3-16d
nails
- - - - -
BC
- - - - - - -
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nails
- - - -
•
M:UM GRADE OF WMBER LOADING (PSF) Sat OIaL M-
C 2c4 SIP i<2
L
D l, FB=17
WEM=M
SPAUNG
00
24'
10
O.G
SOUTHERN
TRUSS
Fort Pierce Division
2590 N. Kings Hlghw ,
-COMPANIES-
- (eaa232--050099 t7z)�416d
tam//w .emn
Fax:(772)31E-OD16
Bn'Sn M. Bleakly Strict Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
I
TYPICAL DETAIL @ CORNER - HIP
NOTE NDS=National Design Spec)Fctions
for Wood Construction.
132.5# per Nail (D.6.1-Factor--1.25)
nds toe nails only have 0.83 of
lateral Resistance Value.
AVOWABLE REACTION PER JOINT
UP TO 265f 2-16d NAILS REQ'D.
(� UP TO 394f = 3-16d NAILS REQ'D.
r: T
17
N
la
N
m
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J3
/vas
o
I nl
i
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x,
;
.`sae 3-16d
tae na7 O
TYPICAL CORNER LAYOUT k 2-16d
Typical Hip jack'
attachment
CHORD
HANGERS
FASTENER
. GIRDER
JACK
J1-J3 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d nails
- - - - -
BC
-- - - - --
2-16dnails
-----
J5 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d nails
- - - - -
BC
- - -- - --
2-16dnails
- - - --
TC
- - - - - --
3-16dnails
- - - --
SC
- - - - - --
2-16dnails
-----
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TC
- - - - - - -
3-16d nails
- - - - -
BC
- - - - - --
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- - - -
IIMUM GRADE OF LUN
T.C. 2i4 SYP
B.C. - 2t4 -51P 2
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LOADING (PSF)
L D
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BOTIUM m 10
SPACRIC 21V O.C.
TRUSS For2590 N.tEPierce g LDii49� ion
- COMPANIES - (BOo)232-o5o9-(ort Pierge, 772)464a41B0 - - -- -
lege l—m fwn&� Fax:(772)31B-0016
Brian M. Bleakly Struct Eng #76051 2590 N. ICngs Highway, Ft Pierce, FL 34951 772-464-4160
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SCAB-BRACE•DETAtL I ST - SCAB -BRACE
Note: Scab -Bracing to be used when con6nwus
lateral bracing at rrd#dvd (or T-Bram) is
imprac5ML
Scab must cam full length of web +A 6'.
THIS DETAIL IS NO'rAPUCABLE•WHEN BRACING IS
REQWEDArV3-POINFSORMUR CEMSPEMFIU:
APPLY 2x SCAB TO ON9 FACE OE WEB WITH -
2 ROWS OF 110d (3'X41317 NAILS SPACED B-O.C.
SCAB MUST BE THE SAME GRADE SIZEAND
SPECIES (OR BETTER) AS THE WEB. - -
MAXIMUM WEB AXIAL IAL FORCE = 250D Ibs
' MAXIMUM WEB LENGTH=-12'-0'
SCAB BRACE Z 4 MINIMUM INEB SRE
MINIMUM WEB GRADE OF#3
Naiis� � Sedan OetaG
®•� sc Mca
Web
Scab -Brace must be same spedes grade (or betel) as web member.
L-BRACE DETAIL
Nalling Patlem .
L-Brace sIZI 1
Nag Siie .
ix4or6
10d
O.C.
Muroxm-
2x4, 6, or a
16d
Nole-L'Nall
along enfrre langtb of L-Brace. (On Two-Plys Nail to Bogs Plies): .
L-Brace must be same species grade (or better) as web member..
Note: L-6tadng to be used when cats iuuous
Caleral bracing is bnprac-6caL L-brace
nmst cover gtl%` of web lwgW - ..
L-Brace S[ze
for One•Ply Truss
Specified Conlimmus
Flows ofLeteralBracing
web S'¢e 1 2
2rGi or2X4 1x4
2ffi 1R6 «.
'^ DMECT MaMTLMON NO'rAPUCAaLE.
L-Brace Sbe
for7Wo-Ply Truss
Specified coamuous.
Rows of Lateral Bracing
Web ST¢e
1 .2
�Gi or2><4
2x4 •,•
DIm=SUMMMON
NCTAPLIcABLE
T-BRACE/ I -BRACE DETAlL
Note: T-Bracing / I -Bracing to be used when oon0nuous I deWd Cbm ng
's Impractical. T-Bracel I -Brace must cover 90% of web length.
Note: Thus delal NOT tor be mod to cat hdT-Brad / FBracs
webs to continuous lateral braced wets.
Nailing Pattern
T-Brace shre
NagB¢e
Nag Sparing
lx4orlxS
1od
fro=
2x4 or 2x6 or W
16d
as Mc.
Note: Nag along entire WTffivf•T•Brace / [_Brace.
(On Two-Plys Neil to But Plies) .:
u �
lug
r li fi
ii
SPACING
i
r
Naft / Section 0eta0
y T-Brace
Web
allem� poswon
Nadi
Web I -Brace
Neis
T-BRACE
_
Brace 5¢e
for One ft Truss
Specified Ccn fi ous
Rows of Ural Bracing
Web Size
1
2•
2x3ur2x4
IM(hce T-Bra
'x
x4 1-Brace
2rS
r) T-Brace
FBrece
2)2
2x6 T-Brace
2xs l-Brace
Brace Sim
for Two -Ply Tres
Specified Cordhwous
Rows of Lateral Bm*b
Web Size
1
2
2rGi or 2x4
2x4 T-Bram
2x4 FBrace
2x5
2x6 T-Brace
2x6 I.Brace
2r 8
W T-Brace
T.-Brace/ I Brace must be same species and grade (or bets as web member
(' NOTE: g SP webs are used In the inns, tx4 or US SP braces must be stress
rated boards wfth design values drat are equal to (or bette* the tnrss web
design values
For SP ft= hnnber grades up to 42with lX bracing material, use IND 45 forT-Btacall B
For SP truss Wmber grades up to #1 witlr 1)bracing materK use IND 55 forT•$tace/I Brace
im
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Y
fail-DA
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3 1
Job Reference an
TrM. Ft. nX%FL, 34351 F=21fa:15:452me Opal
ID:ny4imn)pmKemT09U) wMdii*ZeMhdPLme4n=6Gxd7d8aiicyCU6hgi71mvW
1�U
iDU , 62e 155/ 2440 91+t3 94S] 4540 A6eA
14�t ITAI
.=5116 In
Ia
4x5 = 3x5 = 3x5 = 3x5 = 3x5 = 3x6 = 3x5 = 539 //
56 \\
110 aO84
,t6q 1 2 16]A 266]
ab11665 asaa /580
z 1�s13 i s+u I sSu ��t�Toio�
Piate Offsets MY)- 12,0-M
0-1-141 f10'0-M 0.1-141
11205120-1 41 ftg'OS12
0-1-01
----
LOADING(psf)
SPACING 240-0
CSI.
DEFL.
in poo)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.51
Vert(U)
023 16-18
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 125
BC 0.95
Vert(CT)
-0.52 15-16>B99
180
BCLL 0.0
Rep Stress Inc YES
WB 0.81
Horz(CT)
0.18 12
We
Na
BCDL 10.0
Code FBC2017rrPI2014
MatrizS
Weight 255 lb FT=2MA
LUMBER -
TOP CHORD 2x4 SP M 31 'Except-
TI: 2x4 SP No2
BOT CHORD 2x4 SP NO2
WEBS 2x4 SP Nc,3
REACTIONS (size) 19=0-" (min. 0-2-1),12-0-60 (min. (14-1)
Max H=19=177(LC 8)
Max Uprt lg---603(LC 8), 12---6M(LC 9)
Max Gm lg=1727(LC 1), 12=1727(LC 1)
BRACING -
TOP CHORD Structural wood sheathing diredty, applied or 331 0o palins
BOT CHORD Rigid cel9ng directly applied or 2-2-0 oc tracing.
WEBS 1Rom, at tnicipt 3-1g,9.12
FORCES. (lb) - Max. CompJMax. Ten. -Ali fares 250 (9t) or less except when shown.
TOP CHORD 1-2=61all 67, 2J=758f323, 3-4 -2968H(147, 44--283411068, 54=2450/914,
6-7=-2458/g14,7-8=2834/1068,8-9=4968/1047, 9-10=756f323, 10.11=618/157
BOT CHORD 1-19=188/627, 18-19=1042JZ75Z 17-18=817/2452, 16.17=-81712452, 15-16=450/1638,
14-15=6402453,13-14= 64012453,12-13=-86512752, 11-12=188/627
WEBS 5-18=158/401, S16=fi191460, 6-16-T53f813, 6-15=-353/812, 7-15=-6191469,
7-13=158/401, 3.19=2378,757,10-12-4231364, 942=23791758, 2-1 8=423/365
NOTES-
1) Unbalanced roof rive loads have been considered for Nis design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Opst h=15ft Cat II; Exp C; End., GCpi--0.18;
MWFRS (emrelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord rive load nonconcrrent with arry other We loads.
4) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt-m)1g=603,
12=603.
LOAD CASES) Standard
60 1
///1;$,9
Job
Inuss
Iruss lype
Y Oakland Le
18334)A
=
t8P
2 t
Job Refemnre (oplionao
eWxYal T., FL Prom, FL, 34951
4x5 =
2x4 II
5a0 12
4xi=
Krn�
5*5= 56=
3x5 = 3x5 = 3x5 = 2x4 II
4x6 =
Dead Load Der. c Sn6 in
M
1-0-0 &2S 14&10 I
22-60 2441-0 31-168 38-8-71 45A-0 4&BA
19 N.5 I &7l6 1 7-26 ( 2$0 1 7-2-. I 8-75 7-25
Plate Onsets MY1- rl:0-3-ZO-3-01,
r1:0-1-B Edeel M2032.0-3-01 112:1311,Edge)
--
LOADING(psl)
SPACING- 24)-0
CSL
DEFL
in poc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 126
TC 0.95
Vert(LL)
0A117-19
>999
240
Nf120
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.93
Vert(CT)
-0.70 17-19
>792
180
BCLL 0.0
Rep Stress Ina YES
WB 0.60
Horz(CT)
023 12
n1a
n/a
BCDL 10.0
Code FBC20171fP12014
MabU-S
Weight 266 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2 TOP CHORD
BOT CHORD 2x4 SP No2 BOTCHORD
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No2 4.0.2, Right 2x6 SP No244.2
WEBS
REACTIONS. (size) 1=-&0 (min. 0-2-0),12-0-8-0 (min.0.2-0)
Max Horz1-167(LC 9)
Max Uplift1=579(LC 8), 12-579(LC 9)
Max Gmv1=1702(LC 1), 12=1702(LC 1)
FORCES. (lb) -Max. CongAftx. Ten. -All forces 250(lb) a less except when shaven.
TOP CHORD 1-2-3642/1172, 23--3553/1188, 3-4 3D68/1016, 4 '-2944H035, 5-6=2387/812,
&7=21371787, 7-8=23871812, &9=2944/1035, &10=3068/1016, 1&11=355311189,
11-12-3642/1173
BOTCHORD 1-20=116V3279,1&20=1161/3279,1&19--877iM4,17-18=-871f2774,
16-17--5002137,15.16=710/2774,14.15=710f2774,1314=99413279,
12-13=994/3279
WEBS 3-20=0=9, 3-19=-57Or , 51a--102/476, 5-17=909/497, &17=18(1643,
7-16=180/643, 8-16=909/497, 8-14=1021476, 1&14=45701321,10-13=299
Structural wood sheathing directly applied.
Rigid calling directly applied or 2-2-0 orbracing, Except
5,,-8 ae bracing: 19-20
510-13 oc bracing: 13-14.
1 Row at mldpt 5.17, &16
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42W, BCDL=5.0{sf; h=15ft Cat Il; Exp C; End., GCpF0.16;
MVVFRS (emrelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to preventwater ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nommnramerdvrith any other 0ve loads.
5) Provide medwdral connection (by others) of truss to bearing plate capable ofwOhstanding 100 m uplift atjoird(s) except ")1=579,
12-Vs.
LOAD CASE(S) Standard
EIEVI
\
1 ; / Q.
\\\N SS/NAL1ENG
�
2
Job
Trussl"B
ply d eke
1933-DA
A9C
HIP
1 7
Jab Refererre
i
ID:rry4lmnjpmrdjBmTOZNjryrtynljrW iHOte264rror0A6jgi61CC8FP5E7hh7Gv_7gI0avGR
7-0S 1393 20-0-0 2880 32-10.13 39.1-11 42-2-0
Bb5 62-13 U13 BA-0 6L73 62-13 305
Dead Load Dell. -114In
snot
3x5 = 3x4 = 4x6 = 3X8 3x4 = 4x6 = 3A = 5,4 =
IM 10.7-12 20-00 26b0 36-0-4 42-M
Plate Offsets MY) -
LOADING (PM
SPACING- 2-0-0
CSL
DEFL
in, (loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL)
-023 12-14
>899
240
MT20
2441190
TCDL 7.0
Wmber DOL 125
BC 0.88
Vert(CT)
-0.5012-14
>889
180
BCLL 0.0
Rep Stress Inc YES
WB 0.69
Horz(CT)
0.13 11
Na
Na
BCDL 10.0
Code FBC2D17RP2014
MatrixS
Weight242lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2'Except•
B1:2x4 SP M 31
WEBS 2x4 SP No.3
SUDER Left 2x6 SP No2 3-7-12
REACTIONS. (size) 1=0-8-0 (min. 0.1-8),11=0-8-0 (min.0.1-13)
Max Hoal--213(LC 8)
Max Upldllr-523(LC 8), 11=481(LC 9)
Max Grav1=1542(LC 1), 11=1542(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or2-2-0 oe purims, except
end verticals.
BOT CHORD Rigid calling directly applied or 6.4.9 ors bracing.
WEBS 1 Row at midpt 5-15, 7-15, 8.14
FORCES (b) - Max CompJMax. Ten. - All forces 250 Qb) or less exoeptwhen shown.
TOPCHORD 1-2-3245H084,2.t--S16611099,3-0=29831973,45=2921/991,58=2160/728,
6.7=18377720, 7.8=203=89, 8-9=19841625
BOT CHORD 1-17=113WIIM 16-17=-8392460,15-16=4392460,14-15=-44011815,
1314=52411928, 12-13=524/1926, 11-12=41811396
WEBS 317�323/322, 5,17=130/551, 515=7191431, 615=1031503, 7-15=1701348,
7-14=927d61, 8-14--21g257, 8-12--S1SH74, 9-12-911652, g•11=19431631
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7.10; Vuh=16Dmph (3�second gust) Vasd=124mph; TCDL=42W. BCDL=5.Opsh h=15ft Cat It Exp C; End., GCp=O.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This thus has been designed for a 10.0 psf bottom chord We lead nonconamrntwith any other live bads.
5) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 b uplift at joim(s) except"- )1=523,
11=481.
LOAD CASE(S) Standard
`
P- 60 I
tak IN —
L
bRt
i�/V/S ONA y,�NG
im
nus
rumype tm Lexe
1833-M
A3E
1ply
SPECIAL 1 1_
Job Refererea_ _ _
pyy —" ,,,,y. —acne, 11.wp,. "—"
_ _
Io:gy4mmjpmnr9mTo2fuw�mdivvtGg W r9wuo0Jiwfdaholo7va9oa�6emEysavGO
too gas 7303 zaao 2aE-0 + az-mu I 3¢taz I bbsa as7�4saa,
ion BBS 62-19 6 13 68a a2-ib a2-u b7-72 r4aq 2+9
Dead Lnsd De0.-7116In
Sx5 = 5Y1=
SADjiz
5 7
33di9
4 3x5C
34 C
5
3ffi �
3
9
2x40 4
4r5�
3
10 E6=
4rd4
3a=
4x54 2At
1T49
_ 1
13
SLu 21 20 19 19
17 16 15 74 4X5
4x6 = 34= 416 3as = 3x5 =
4x6 = 3x5 3,5 = 7x10 11
3x8
47a
too 1o�-u moa asso
xos 44sa �s7a bago
ta3 ay i"5I aTI sea I�—I
esa 7+a
ta0
Plate Offsets (X Y)- 11.0.0-14
Edqel 11 0.3-2.0.3471 17•U54 0-2 121 110:0.2-6 0-1 121 111'0.5-4 Edcel
113'04" Edge] R3.0-1-6 Edgel
114'038 0-1.91 115.0-2-40-1411
LOADING(pefj
SPACING- 2-0-0
CSL
DFFL.
in (loc) UtleB Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.89
Ven(LL) -0.34 18 >999 240
MT20 . 2441190
TCOL 7.0
Lumber DOL 125
BC 0.89
Vert(CT) -0.74 16-18 >763 180
BCLL 0.0
Rep StrewIna YES
WB 0.62
Hom(CT) 020 13 n1a We
BCDL 10.0
Code FBC20177TP12014
MalrkS
WeIght:2870) FT=20°h
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 -Except' TOP CHORD
Structural wood sheathing directly applied
T5: 2x4 SP M 31 BOT CHORD
Rigid calling directly applied or 6-1.2 oc bracing.
BOT CHORD 2x4 SP M 31 -Except- WEBS
1 Row at mWprt 5-19, 7.19, B-18
132:2x4 SP No2
'
WEBS 2x4 SP No.3
WEDGE
Right ZA SP Not
SLIDER Left 2x6 SP No23.7-12
REACTIONS (size) 1=0." (min. 0.1.8). 13=04i-0 (min. 0-1-8)
Max Horz1=152(LC 8)
Max UPVPt 73(LC 8), 13=Z86(LC 9)
Max Gmvl=1751(LC 1), 13=1751(LC 1)
FORCES. Qb)-Max.CompJMax.Ten.-AOforces250(lb)orkw xoeptwhenshown.
TOP CHORD 1-2=3757/1206, 2-3 3672f1220, 3-"- 50111096, 4--344011114, 5.6=-2697/878,
6-7-2432I849, 7A=2732886, 8-9--3697N236, 9-10=381611225, 10-11=-576111924,
11-12--343411167, 12-13=-631H2O8
BOT CHORD 1.21=118313390, 20.21=-893MM, 19.20=89312946, 18.19=5542470,
17-18=.BIW107,16-17=81013107,15-16=720313914,14-15=162115195,
13.14=1 D49t3224
WEBS 3.21=-3131319, 5-21�1271639, 5-19=7141430, 6.19=172075, 7-19=2771180.
7-18=249/736, 8.18=8751492, 8-16=217/744,10.16=-6291402, 10-15=554M81 B,
11-15=752MM, 11-14=23291868,12-14=478H498
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wnd: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL-42W. BCDL=S.opst; h=15fl; Cat II; Exp C; End, GCpi=0.16;
MWFRS (envelope): cantilever leg 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 five load nonconcurrerdwith any other five IoadS.
S) Provide mechanical connection (by others) of tniss to tearing plate capable ofwiMstandng 100 lb upliftatjodd(s) except pb)1=573,
13=586.
LOAD CASE(S) Standard
7 �
P 6
� 0 1
- ��r -
3 3 i4v��
///�FSS,ONA l��
im
rus5
IMSS type
O oLaM
18t
MB
flip
1 1
Job Reference, 'on
5wpiem Trtas, K Relrc, FL. 3495A XtOLn Ua txiTzlna rrxcn.•..aulazr nnnxires mmmma u,c uxraon 14:1¢41 once rapat
ID:ny4imjpmNBmTCOUjlwcynijv-v1GgCWMNU1(kRvDhz4kOfVWrbOSWPeemEgauG I
t+p
aria , taaw
Dead Load Deb.-3116 in
SLO 12
Sx7= W7It Sx7=
6 7 u
3x5 = 314 = 4xS = 314 = soa = 3x4 = 31B = 30 = 5x4
tso
1 96a 1BU0 pS4a pa9-0 361M6 423-0
9:4p SJ-0 BS 1
Plate OSsets MY),-
M'0370 0301 16'054 0.2.87
WD5-40.2AI 12:0-2-00-2-121
LOADING(psfJ
SPACING- 24)4
CSL
DFSL
in (Ioc)
Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.41
Ved(L.L)
0.19 17-19
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 125
BC 0.73
Vert(CT)
-0.3817-19
>999
180
BCLL 0.0
Rep Suess Inv YES
WB 0.77
Hom(CT)
0.13 12
We
Na
BCDL 10.0
Code FBC2017/rPI2014
MabbrS
Weight25311,
FT=2D%
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2X4 SPN02•Excepr
B7: 2z4 SP M 31
WEBS ZA SP No.3
SLIDER Left 2xe SP N02337
BRACBdG-
TOP CHORD Structural wood sheathing directly applied or 3.1.1 0o purons, except
end verSal&
BOT CHORD Rigid calling directly applied or 6-53 oc bracing.
WEBS i Row at midpt 6-16
REACTIONS. (size) 1=0-8.0 (min. 0-1.8), 12=D460 (min. 0-1-13)
Max Harz 1=19B(LC 8)
Max UpVMt 506(LC 8). 127-461(LC 9)
Max Grdv1=1542(LC 1), 12--1542(LC 1)
FORCES. (b) - Max. Comp.Mlax. Ten. -AD forlxs 250 (b) or less except when shown
TOP CHORD 1-2-327011052, 2-3-318011065, 3-0=2047/959, "--29961975, 5.6=-233SM17,
6J=21291623, 74l�-21291823, M-2102/744, 9.10=1S721585
BOT CHORD 1-19=10932945, 18.19--8492583,17-18=43492583, 16-17=58821 D4,
15-16=515/1881,14-15=55911887,13.14=559/1887, 12-13-339H102
WEBS 3-19=257275, &11�-1051467. 5-17=4B511388. 6-17=186/566.7-16=320240,
B-16=189/543, 8-15=-5i275, 943=461222, 10-13=1711807, 10-12=1831/570
NOTES-
1) Unbalanced roof he lads have been considered for this design
2)1Mnd: ASCE 7-10; Vul1=160mph (3•second gust) Vasd=124mph; TCDL=4.2psT BCDL=S.W, h=156; CaL IL; Exp C, End.. GCO=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to preventwater pording.
4) This truss has been designed fora 10.0 par bottom chord five load noncomatrremwith any other rive loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D b upFr t atjoim(s) except Qt�b)1=508,
12=461.
LOAD CASE(S) Standard
NN
-
p `. 3 •t3 i �<u
°�F �Z ORto
job
cuss
ruse lype Y Oaua,d laxa
ta33-0A
MD
s,PEGAL 1 1
'on
Job Reference o
aoaa,cn 11um, rt relca, ram, semi w. a <, mn _�., .
IDry4imnjpmNjemTO2llTywcynljv-0Dg2pjllehOreTZinOUJHdFfMD9W0YNhNwt2 P
a53 123-10 1640 23." 284W 35612 423A 43-7� 463d }8'D{�
65a I 596 I r✓96 I 54e I Si-0 I 8�12 ~ 6812 +u 3oE
S.00 12 5O = 2x4 II 5Y7 =
6 7 8
3x5
3X6 6
2x4 Q 4
4x5 3
4x5 G 2
1
Dead Load Dell. =114 In
31di a
9
5x5 =
516 =
10
12 13
51®= 22 21 20 19 18 17 16 15 14
4x5= 3x5= 4x6=3r5= 3x8= 3x5= 415 3x5= 515= 4x5—
axlo /1
16e
d
Plate Offsets MY)— 11:0-1.6
FAael f1:0-3-ZO-3-01
I6'0-5-4
0-2-8]
IB'0.5-0 0-2-81 fl4:0-3-6
Edgel
114:0-D-11 0-1-101
I1S:Oi-0,41-81
LOADING(psl)
SPACING-
24)-0
CSL
DEFL
in (be)
Well
Ud
PLATES
GRIP`
TCLL 20.0
Plate Grip DOL
125
TO 0.51
Vert(LL)
0.28 19
>999
240
MT20
244MOO
TCDL 7.0
Lumber DOL
125
BC 0.77
VerI(C-f)
-0.53 2D-22
>999
180
2
H0rz(CT)
0-18 14
nha
Na
BCDL 10.0
CCodeSFBBCC2p17frP12p 4
MMaatrbcS
Weighl:277I1;
FT=20%
LUMBER -
TOP CHORD 2x4 SP No2'Except'
T4:2x4 SP M 31
BOT CHORD 2x4 SP M 31 'Except'
BY. 2x4 SP N0.2
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No23.0-9
REACTIONS. (size) 1=048-D (mim0.1-8),14=04-0 (min.0,4-8)
Max Herz 1=137(1-C 9)
Max UpfifH=-545(LC it), 14= 591(LC 9)
Max Gravt=1713(LC 1), 14--1814(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or2-e-8 oc pudins
BOT CHORD Rigid ceiling directly applied or 6-0.12 co bracing.
WEBS 1 Raw at midpt 948
FORCES. (lb) -Max. CompJMax Ten -Ag for 250 (lb) orlessexcept when shovm.
TOP CHORD 1-2=3701/1165, 2J=3645H179, 3.4=346711050, 4-5=340711060, 5-0=27681g48,
6-7=2650/978, 74-2650fg78, 8-9=2797/948, 9.1D=-488f1060, 10-11=270=56,
ll-12=28831879
BOTCHORD 1-22=11407J340, 21-22---8812981, 20.21=88112981, 19.20=63712503,
18.19=4402518, 17-18=856/3166, 1CW-- 85613166, 1&16=109213612
WEBS 3-22--254rA3, &22-841455, 5-2g--652f381, 6-20=190/565, 6-19=1431429,
7-18=317238, 8.19=133/411, 8-18=1831565, 9-18--797/434, 9-16=0/409,
10-16=4711286,10.16=16861810, 11-15--3o6/m54,12-14=1661/554,12-15=-6592420
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu1t=160mph (3-second gusqVasd--124mph; TCDL=42psf; BCDL=S.Opst h=151Y, Cat 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); nnblever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to preventwater pending.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other Ova loads.
5) Provide mechanical Connection (try others) of truss to bearing plate capable ofVAli standing 100 lb uplift atjoint(s) except at=1b)1=545,
14--591.
LOAD CASE(S) Standard
- - -' L* I -
�0
ORM
////�SS10WZmNG \\\\
im
mss
I ruse I ype
y at�k�
18334DA
Ass
HIP
1 1
Job Reference o 0
Sgshem Truss, PL Piet, FL, 34e&i ' 8330 s W 212018 Prig s 04212018 WTek In4usrries, Uie Tm 21 1415:49=9 Pape 1
44-o IDxry46nnjpmMamTO u&lcynljwsPDD02g=WPotlIL67YpmiO.JB lUtryFK.Wm r.0
1 1 f 7-12 1900 Zi-/a 5984 3604 424a
7a-u 1 7—i4 1.40 'I �i 7a-4 4 F�T2
o4a
Dead Load Dell. -3n6In
5.00 ri2 W = 20 II 5x7 =
3x5 = 2x4 11 5x5 = 318 = 5x5 = 3x6 = 203 11
1+
p 67-12 1600 2}�.0 3D80 ]9O-t 42-2a
1 7512 I 1 1 'ill IV W 41-u i
Plate Offsets MY)- 111I-
10,0301 15:0-5-4,D-2-121 17:OS4,0.2AI.
I11:0-2-12,0-lA,1120.2-6
0341 114:0.2.8 0341
LOADING
SPACING 247-0
CSI.
DEFL
in Qoc)
I/defl
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 125
TC
0.99
Vert(LL)
02213-14
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 125
BC
0.93
Vert(CT)
-0.0 13-14
>999
180
BCLL 0.0
Rep Stress Ina YES
WB
0.68
Hm2(CT)
0.14 10
Na
We
BCDL 10.0
Code FBC2017rrP12014
Matrix-S
We4ht2381b FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 24 SP No2
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No-24-3-0
REACTIONS (size) 1=0-80 (min. 0-1-13). 10= 8 (min. 0.1-13)
Max Horz1=183(LC 8)
Max Upliltl=487(LC 8), 10=483(LC 4)
Max Grev1=1642(LC 1). 10--1542(LC 1)
BRACING-
TOP CHORD Structural wood sheathing directly applied, except and verticals
BOT CHORD Rigid ceiling directly applied or 2-2-0 oo bracing.
WEBS 1 Row at midpt 3-14
FORCES (Ib) - Max CompJWIm Ten. -Ali forces 250(lb) or less except when shown.
TOP CHORD 1-2=-32451990, 2.3=-316111007, 3.4=2546r877, 43=25351901, 5-6=24231960,
6-7=24231960, 7-8=21791r81, 8.9=17661573, 9-10=15131492
BOT CHORD 1-15=9732918,14-15--9732918,1314=702aM, 12-13=588/1936,11-12-505/1610
WEBS 315-W335, 314�723/424, 5-14=1141513, 5.13=123377, 6.13=446rJ36,
7-13=2721765, 842--991480, 8-11=-665315, 9.11=55911779
NOTES-
1) Unbalanced roof We loads have been considered for this design
2) Wnd: ASCE 7-10, VWt=160mph (3second gust) Vasd=124mph; TCDL=42psh BCDL=5.W, h=15ft Cat II; Exp C; Fad., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pondmg.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except ")1=487,
10=483.
LOAD CASE(S) Standard
job
runs
1russ lype
ca dL
1813-M
I
AM
SPECJAL
1 1
Job Rdenmce Lagonall
8wman lmx9, rc nm®.�L. JaYvl rtrm:w+wnare rru¢alwowa, �u ro.,c.. u..ou cu
ID:ny4imnjpmNjemTOZlUjlwcynljv-sP00 tlIL67Vpmi8JEguairyfKu
8316 76-00 231-0 30.8a 35812 4038 1-7 4G8-0
' sa-u
5.00 F,2
w = 2x411 Sx7=
4 5 s
Dead load D& m 5n8 in
4x5 = 19 16 17 16 14 13 12
7x10 II 20 II Sx6 = 3' = 3XS = 3a5 = 4x5 =
4x6 = SA = 6x10 //
1J-0 a¢.dO
&}16 1&da T.1d 30.80 a0.9.9 1-7 668a a
sill zez 1 7�3-1 5� 1 a7a fi+o� Sae
1N
Plate Offsets MY)- 11'0-0-4
Edeel 11'0.1-6Edael I4'0-5-4
0.2 121
16:( 54 0.2-61
18'13S4 0-2-81
112638 Ednel
112:0�71 0.1-10]
f13'0-0-0 0.1-81 118'03-0 0301
LOADINGOMI)
SPACING- 2-0-0
CSL
DEFL
in QW)
Udell
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.98
Vert(LL)
0.31 17
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 126
BC 0.95
V rt CT)
-0.59 14-16
>936
180
BCLL 0.0
Rep Stress Inv YES
WB 0.91
HOrs(CT)
0.15 12
nla
n/a
BCDL 10.0
Code FBC2017/IPI2014
MabbcS
Weight 2S2lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2'ExcepY
T2.T1: 2x4 SP M 31
BOT CHORD 2x4 SP M 31
WESS 2x4 SP No.3
WEDGE
Left 2x6 SP No.2
REACTIONS. (SIM) 12--0-8-0 (min. O-IA, 1=0-8.0 (min. 0.1.8)
Max Haa1=122(LC 8)
Max UPWH2 593(LC 5). 1�524(LC 8)
Max Gw12=1814(LC 1), 1=1713(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or741-1 acbmdng.
WEBS 1 Row at midpt 2.18
FORCES. (lb) - Max CbmpJMax. Ten. -Ali forces 250 (Ib) or less except when shown.
TOPCHORD 1-2 372SM760.2-3=298611016,3-0=289611039,4-5=300611149. 54=300611149,
6-7=297511052, 7-9=388111247, 8-9=28941943, 9-1 O= 31401978, 10-11=4641153
BOT CHORD 1-19=102713381,18-19=102713361,17-18=7592682, 16-17=7592709,
16-16=92413089,14-15=924/30B9, 13-14--1006/1529,12-13=1621465, 11-12=1621465
t41EBS 2-19=D1346, 2-18=764)451, 4-18--1091523, 4-17=204/607, S17= 452040,
6-17=2011570, 6-16=1661579, 7-16=5421367, 7-14=2281622, 8.14=159266,
B-13=15741395, 9-13=28411027,10-12=15901600, 10.13=-7312389
NOTES-
1) Unbalanced roof five loads have been considered forthis design.
2) NMd: ASCE 7-10; Vu1l=lSOmph (3semnd gust) Vasd=124mph; TCDL=42W. BCDL=S.Opsf; h=16ft CaL II; Exp C; Fnd., GCpi=0.18;
MWFRS (envelope); Cantilever left and right exposed; Lumber DOL=1.00 plate gdp DOLh.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chard five load nonnmmnentwith any other five loads.
5) Provide medhanical connection (by others) of truss to bearing plate capable of wthstanding 100 to uplift atjoint(s) except glob) 12=593,
1=524.
LOAD CASE(S) Standard
`NNVXGEN
J 60 1 __
S TE�
trusslype
0a
lion
1aiLDA
ASB
MP
10ty Fir
1 1 Job Reterenrc o a
6aWien TnM, K Pierm, FL. 3495 Rrm:fi23a6 OC212e19 PmR fi230c OG112a18 A5Tek 4K 21 t4:15502a19 PeDe1
IDary4imn)PA TOYUUi. diWCa h-Y;4GNtnCUvpXnM2KusWdWTnrgb7uRJMN
v4a
1 ]46 1400 19118 ]b&� 32a-0 a&fa 4936
1-B 68-1 1-e 41-0
U.ta
Dead Laed Dee.= 6116 in
516 =
3c4= M'= 3x4= 5_
axs 2A 11 41B= 3x4= 41S 34= 34= 2411
LOADINGW
SPACING-
241-0
CSL
DEFL in
OW) Udell Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TC 0.90
Ved(LL) 027
15-17 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
125
BC 0.B4
Vert(CT) -0.5216.17
>984 180
BCLL 0.0
Rep Stress Ina
YES
NB 0.74
Horz(CT) 0.16
11 We Na
BCDL 10.0
Code FBC2017frPl2D14
MahixS
Vftht2371b FT=20%
LUMBER-
BRACING -
TOP CHORD 20 SP No2
TOP CHORD
Structural wood sheathing direr ly applied, except end veNeais.
BOT CHORD 20 SP No2'Except'
BOT CHORD
Rigid ceiling direly applied or 5-10-7 oc bracing.
B2: 2x4 SP M 31
WEBS
1 Row at midpt S-17, 7-13
WEBS 2x4 SP No.3
SLIDER Leo 2x6 SP NO-2 3-7.14
REACTIONS. (size) 1=0-8-0 (min.0.1-14),11-Mechanicai
Max Hors 1=155(LC 8)
Max UpMH=498(LC 6), 11=518(1-C 4)
Max GraV1=1581(LC 1), 11=1581 (LC 1)
FORCES. (lb) - Max CO. MP AAax Ten. -AD forces 250 Ob) or less except when slwvm.
TOP CHORD 1-2=3385f1092, 2-1=-MOM 108, 3-0=281011020, 4-5=25471982, 5-6=2B61/1111,
6.7--286111111, 7-8--21691856, 8-9--24D6/883, 9-10=2020106, 1611=1642/528
BOT CHORD 1-18=100613049,17-18=10D6/JD49, 16.17=10062875,15.16>10062875,
14-15--9592736,-13314=8592736.-12-13=60S11839
WEBS 3-18==74, 3.17=5831365, 4-17=1971742, 617= 602261, 7-15=221326,
7-13=.8911373, 8-13=1431593, 9-13=1011475, 9-12---611291, 10.12---64111938
NOTES-
1) Unbalanced roof We loads have been considered fortids design
2) Wind: ASCE 7-10; Vu1t=160mph (Ssecond gust) Vasd--124mph; TCDL=4.2psf; BCDL=5.Dpsf; tF15fk Cat It Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to preventwater pending.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcu entwith any other five loads.
5) Refer to gudo(s) for truss to truss connections
6) Provide mechanical connection (by others) of truss to bearing plate capable of wignuandmg 100 to up110 atjoings) except QI=lb)1=198,
11=518.
LOAD CASE(S) Standard
. �\GENgF.������
6VU(11
1* �M
A��..
s fol NA I
mss ypa
azo oa�w L
Pcuss
1833-0A
ABD
SPECIAL
1 ,
'ml
Job Reference
swmvn i run. rr. n ram, x i
W_
2x4 II 3x6 = 3,5 = SO =
Dead Load Ddl- 5n6 in
4x6= 20 ,9 "' 17 16 - 14 13 bin=
7x10 II 2x411 US=4xs= 310= 3x5= 315= 34= 4X6=
4x6 =
1-0-0 789 14-0-0 203-0 26b,2 323-0 3 1, 8 IM 48-Or9
1 :n zze F ezv 1 �u 6-t:a I 6..44 P I I 7�
Plate Offsets M
IU:F-1 Edgel 11'0-0.14 Eddel 13'0$4
0-24g [7:0,-4
0-2121
112'032,0301
112:133 FAael
LOADING(psf)
SPACING- 240.0
CSL
DEFL
in Om) Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC
0.90
Vert(LL)
0A1 16-17 >999-
240
MT20
2441190
TCDL 7.0
Lumber DOL 125
BC
0.99
Verl(CT)
-0.70 16.17 >812
180
BCLL 0.0
Rep Suess Ina YES
WB
0.70
Hors(CT)
022 12 n1a
Na
BCDL 10.0
Code FBC2017RP12014
MabbcS
Weight 2641b
FT=20%
LUMBER -
TOP CHORD 2x4 SP NO2 -Except'
T1: 2x4 SP M 31
BOT CHORD 2x4 SP M 31 -Except'
B2 2x4 SP Nc2
WEBS 2x45P No.3
WEDGE
Left 2x6 SP No2
SLIDER Right 2xe SP No22-3-1
REACTIONS (size) 12=0-8-0 (min. D-1.8), 1--0-" (min. 0-13)
Max Horst=107(LC 9)
Max Uprdn2-564(LC 5),1=-SW(LC 5)
Max Gravl 27-1751 (LC 1). 1=1751(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directy applied or 2-2-0 oc purlins
BOT CHORD Rigid ceiling directly applied or 53.2 oc bracing.
WEBS 1 Row at midpt 6-17
FORCES. (lb) - Max CompJMax. Ten. - A9 forces 250 (lb) orless except when sham.
TOP CHORD 1-2-64311261, 25=323g11172, 34=347611350, 4-5=3476/1350, 6-8=347611350,
6-7=352811368, 7-8=338311227, 8-9=-339511169, 9-10=364511224, 10-11=-374811274,
11-12 380.7/1267
BOT CHORD 1-20=1094/3470,19.20=109413470,18-19=9052928,17-19=9052828,
UA7=11572528,15-16=95MCB6,14-15=959/3088,13-14=1188/3746,
12-13=1'1131d416
WEBS 2-2D=QW1, 2-19-6201377, 3-19=1021442, 317=3201875, 4-17=352264,
6.16=-396247, 7-16=272/757, 7-14=141/554, 8.14=790/386, 8-13=11 DDf461,
9.13=-399I1238
NOTES-
1) Unbalanced roof &a loads have been considered for this design.
2) Wind: ASCE 7-10; Vu11=160mph (3semnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=SAps ,, h=15ft CaL It Fxp C; Encl., GCpK.18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pondng.
4) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other five loads
5) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 100 to uplift atjoiot(s) except W-4b)12--554,
LOAD CASE(S) Standard \N�\QQ..�.i"�• E
ECG N$�N����ii
/PH60
/
N
910NIALiENG \\
(a
nlss
I mss lype
MY a tare
leis-DA
VA
HIP
jPIY
1 i
Job Referenm o 'on
aoumonh ,Hued, ram,.a
Dead Load Den. -318 in
s mH1J
SO = 2x4 II 3hdt = 3h® _
A 5 7
ad =
A
-- -- -- 17 -- -- 14 --
4x5 = 2x4 11 3X5 - 415 = 3xs = 2A 11 5,6 wg= 3X8 2x4 11
-!1—h 0-0 t7-12 12-0-0 i&7.4 270.12 3{AO 40.04 45-0.0
7_•a 7_Y1 1 zu 1 7_71 1 c.. I v_1a I
Plate Offsets MY)-
11:032,03-01. 11:0.7-B,Edge) f4:0-5-4.42-121
it 7:0-4-0.0-0-51
116:0.2.80.1-81
LOADING(psf)
SPACING- 2.0-0
CSL
DEFL
in (loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.57
Vwt(LL)
0Al 15-16
>999
240
MT20-
244/190
TCDL 7.0
Lumber DOL 125
SC 0.94
Vert(CT)
-0.71 15-16
>767
180
BCLL 0.0
Rep Stress Ird7 YES
WB 0.66
Hom(CT)
024. 11
' rda
n/a
BCDL 10.0
Code FBC2017JTP12014
MatrixS
Weight246lb
FT=20%
LUMBER -
TOP CHORD
2x4 SP M 31-Exoepr
TV 20 SP No2
BOT CHORD
2x4 SP No2
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
SLIDER
Left 2x6 SPNo23.2-0, Right 2x6 SP No23b7
REACTIONS.
(sae). 1=D-8.0 (min. 0-2-0), 11=048.0 (min. 0.2-0)
Max Hm1=92(LC 11)
Max UpfdH=S55(LC 5), 11=559(LC 4)
Max Gm1=1677(LC1),11=1677(LC1) .
BRACING -
TOP CHORD SbucWrW wood sheathing directly applied or 248-8 m pur0ns.
BOT CHORD Rigid calling directly applied or 2-2-0 oe bracing.
WMIS 1 Row at midpt 7-16.7-13
FORCES. (lb) -Max. Comp)Max. Ten. -All forces 250(Ib) orless except when shown.
TOP CHORD 1-2�3640H232, 2J=3555I1246, 3-0=321011197, 4-5=3754/1498, 56=375411498,
6.7=-3754/1498, 7-6=-283811112, "-�07817157, 31(1=-326311144, 10-11=333711134
BOTCHORD 1-19=108=281,18.19=1082f3281,17-18=9571J924,16-17=9572924,
1516=130213713,14-15=1302f3713,13-14=13D213713,12-13=-9622927,
11-12-9622927
WEBS 3.18--418289, 4-18=-691396, 4-16=135/1113, 576-431/325, 7-15=0/300,
7-13=11611455, 8-13=213/796
NOTES-
1) Unbalanced roof five loads have been considered fort his design.
2) Wind: ASCE 7-10; VuIt=160mph (3,semnd gusl) Vasd=124mph; TCDL=42pst BCDL=5.Opst IF15% Cat 11; Fxp C; Encl.. GCpk0.18;
MWFRS (envelope); cantlever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pondmg.
4) This bm has been designed for a 10.0 psf bottom chord Me load nonoonarterdwith any other We loads.
5) Provide medmxxd connection (by others) of truss to bearing plate capable of withstanding 100 m uprd atjoint(s) except (t4b)1=555,
11=559.
LOAD CASE(S) Standard
g
�' P 60 1 �7
-
` 3 •L3•i`� ' �
Oo•:cCORiD : Zl�N
1l
job
�
I WWI ype
Y oe8am take
11333DA
Ago
SPEDIAL
I
1 1
Job Reference o
saar,rn� ,Nsc, rt rwm, ram, scar ..,.
ID:ny4imnjpmNlBmTOZJUjIw�ynljvmVARIdAx�EV�mgSX20vGt6J6mIMw773FMZzdzivGM
37-7A
BS2 t24)0 179.7., I 7.58 I34-0 1$ Zd
%164 P46Od
5G2
21
2x4 It
Sxe =
4
20
3x5 =
19
416 =
2A II
5
3x6 = 3x8 =
7
5x5 =
5X5 _
bt4 9 10
16 15
3.2 =
4x8 Mf28HS=
LOADING (PSI) SPACING- 2-OA I CSI. I DEFL in poc) Edell IJd
TCLL 20.0 Plate Grip DOL 125 TC 0.75 Vert(LL) 0.45 17-18 >999 240
TCDL 7.0 Lumber DOL 125 SC 0.87 Vert(CT) -0.75 17-18 >755 180
BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(C) 0.23 13 Na We
BCDL 10.0 Cade FBC2017nTM14 Mah&S
LUMBER- BRACING -
TOP CHORD 20 SP No2 *Except* TOP CHORD
T2,T3: 2x4 SP M 31 BOT CHORD
BOT CHORD 2x4 SP M 31-Excepr WEBS
Bl: 2x4 SP No.2
WEBS 2x4 SP N0.3
SLIDER Left 2x6 SP No2 3.0-10, Right 2x6 SP NO2 2,6-6
REACTIONS. (size) 1=D-8-0 (min. 0.2-1), 13-0-e-0 (MIM C-1-8)
Max Ho¢1=92(LC 10)
Max Upld11=-583(LC 5). 13-=. 79(LC 6)
Max G2v1=1751(LC 1), 13=1751(LC 1)
FORCES. pb) -Max CbmpJMax. Ten. -Ali forces 250 Qb) or leas exceptwhen shown.
TOP CHORD 1-2--3830/1302, 2.3=3nall316, 3-0=340oH267, 44-- 4034/1605, 5-6--4034/1605,
6.7=-44134/16053 7-8=-3328/1299, 8.9--354211359, 9-10=-325411208, 10-11=-352611263,
11-12---3738H359,12-13=.3797N351
BOT CHORD 1-21=l l4873455, 2(-21=1148/3455,1620=102313097,18.19--102313097,
17-18--1451/4108,18-17=1451/4108,15-16=145114108, 14-15=114713468.
13.14=118813419
VdM 3-20=415291, 4.20=-621394, 4-18=48GH238, 6.18=-4291324, 7-17=f313,
7-15=10711408, &15=294H014, 8-15=4491197, 0-14=-8321J66,10-14=-32411037,
14
3X _
Deed toad Dell. - 341 In
5x6 =
416=
PLATES
GRIP
MT20
2441190
MT20HS
187/143
Weighl:265lb
FT=20%
Structural wood sheathing directly applied or 2-2-0 oc purrim
Rigid ceiling directly applied or 5S1 od bracing.
1 Row at midpt 7.18, 7-15
NOTES-
1) Unbalanced root five loads have been considered for this design.
2) VAnd: ASCE 7-10; Vuit=l60mph (3-second gust) Vasd=124mph; TCDL=42W,, BCDL=S.Opst h=151t Cat 11; Exp C; End, GCpF0.18;
MWFRS (envelope); candrever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Ali plates are MT20 plates unless otherwise indicated.
5) This thus has been designed for a 10.0 psf bottom chord live load nonaircunentwith any other Eve loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1OD lb uplift atjoint(s) except Qt=lb)1.583,
13=579.
LOAD CASE(S) Standard —
a�
-
i CENg�.`��/ice
-1
_- �IS.t__..S ATE -
��'o�3'i3'�
cuss
1cuss Iwo
y laze .
1931-aA
M
HIP
1 1
Job Retemir<
aouman ..,I Harm• ram,.
ii
Dead Load Deft.- 318 in
5.00 72 5x7 = 2x4 II 3x8 = 31di = 2x4 II
4 5, fi 7 8� 9
pp-,-
'I �'�
�fflp
FINVIM
�5
5xe = 19 1817 16 1514 13 5X8 _
4x5 = 3x5 = 416 = 2x4 II 3x8 = 315 = 4x5 =
3x9 = 4x6 =
1 1041-0 1 164-14 1_ 23+0 1 28-11-2 i 38A-0 I 45-8-0 4B8A
3�
Plate Offsets g Y)-
f1'032,9-3-01 r7'0-1-8 Edgel M'OS4
42 121 19:0.5-0 0-2 121
112'0-12.63-07
(121-3-11 Edoel 115:1 -1-8 0-1-81
f1T9-3-0D-1-61
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in Qoc)
Odell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.47
Vert(U)
0.50 16
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 125
BC 0.47
Vert(CT)
-0.8016-17
>692
180
BCLL 0.0
Rep Stress Ina YES
WB 0.72
Hoa(CT)
020 12
n1a
Na
BCDL 10.0
Code FBC2D17/TPI2014
MatbrS
Weight 242lb
FT-20%
LUMBER -
TOP CHORD 2x4 SP No2 *Except'
T2,T3: 2x4 SP M 31
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No-2 2 7S, Right 2xe SP No.2 2-7-5
REACTIONS (sae) I=0." (min. 0-1-8). 12=0-8-0 (min. D-1.8)
Mmr Hmz1=76(LC 8) ,
Max Uplittl=.589(LC 5), 12--589(LC4)
Max Grav1=1702(LC 1), 12=1702(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-9.8 0o pur ins.
BOT CHORD Milid ceiling direly applied or 511.4 oc bracing.
FORCES. (lb) - Max. Comp. Max. Ten. -AB forces 250 (1b) or less except when shwm.
TOP CHORD 14--368911354, 24=-MIS11370, 34=-143011292, 45=4323H750, 54=432311750,
67=432311750, 7.8=-032311750, 8-9=-432311750, 9-10=.343011292, 10-I I=-W1511370,
11-12-�66911354
BOT CHORD 1-19=119M3D6,18-19=1071/3146,17-18=107113146, l6-17=174514701,
15-16?174514701, 14-15=1D66f3146,13.14=10S813148,12-13=119513306
WEBS 3.19=194274, 4-19=291374, 4-17=-62511471, &17=385=3, 6-17=5=76.
6-16=01282, 6-15=522/176, 8.15�85293, 9.15=-82511471, 9-13=-301374,
10-13=194275
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vutt=160mph (3secand gust) Vasd=124mph; TCDL=42pst; BCDL=5.0psh h--151t Cat IV, Exp C; End., GCpi=MlB;
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 pst bottom chord live load noncorcu mtwith any other rive loads
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except (Q=1h)1=589.
12=589.
LOAD CASE(S) Standard
-- \\\�\i_1J\M
--- 13
oTruss
nos type take
ta?3-oA
MG
Irw
MP 1 2
Jab Refer w o
Tek I TtM Fe521 t415'S32o1B 1
6eW,em rusg,RPigrra, ,3ga51 D7W4 OJPMN!1a Penta330an[i 1kB 18Mt tr Papg
IDTry4imnjpmNj9mTO2JUjbucynljwld3mcs0)RTDeykEYlaz4U_hyikwgPgp9iNdDY1 WnvGK
diE aQ0 14R-10 2039 28a7 32.i80 6 3512-1-10 46&0
4a4i 3510 62.10 6814 B414 6 14 62-f0 3d-t0 4S6
ii
5.00 12 66 =
Dead Lead Deb.-SM61n
2x411 418= 5fdi= 2x4 It 4x4= 64=
22 23 5 ,&4 25 6 26 Z77 26 8 29 30M 9 31 32 1D 2x19
5xa =
21 20
33 34 19 35
18 17 15 14
38 37 39 39 18 40 41
5rB =
3,
2x4 II 33M = Us = 3x5 =
4x6 =
416=
- 4x12 MT20HS=
4x10 MT20HS=
4h:9
tag
? a-0 6Pe
142-16 21Sg
aa80 W 48-47 9Z68 _
ga-e.o
4560 ,
13d1�1
sat5-lea
I- ta�l� sztg
gwg
tAa
Plate Offsets (X,YI-11'032,030111'0-0.14Edge1
f4'93-464-01 Mo:o440-0-01
M3'0320-3-01
13'133E0ge1115:0-2-00-1A1117:0-2-00-1$,(20:03U.0-2431
LOADING(Psf)
SPACING- 240-0
CSL
DEFL
In Voc)
I/deff
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.67
Vert(LL)
0.65 17-18
>647
240
MT20
244/190
TCDL 7.0
Lumber DOL 125
BC 0.70
Vert(CT)
I
.120 17-18
>459
180
MT20HS
1871143
BCLL 0.0
Rep Stress Inv NO
VJB 0.82
Hmz(CT)
025 13
We
We
BCDL 10.0
Code FBC2017/TP12014
MatrixS
Weight 525 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No2'ExcepC TOP CHORD Structural wood sheathing directly applied or 3-0.13 oc pudins.
T2,T3: 2x6 SP No2 BOT CHORD Rigid caging directly applied or 6.10.14 oe bracing.
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.22-0-1, Right 2x6 SP No.22-0.1
REACTIONS. (size) 1=-8-0 (min. 0-1-8). 13=0.8-0 (min. 0.1.8)
Max Hom1=-00(LC 11)
Max UpdH=1531(LC.5), 13=1531(LC 4)
Max Gmvl=3348(LC 1), 13=3348(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -AD forces 250 (lb) or less except when shown.
TOP CHORD 1-2=755913553, 2J=7505r3557, 3-0=768913660, 4-22=1089515257,
22-23=1089615257, 5-23=1089715258, 5.24=1089615256, 24-25=1089615256, -
6-25=1089615256, 6-26=1Z74516132, 26-27=1274516132, 7-27=1274516132,
7-28=12745/6132, B-28=12745/6132, 8-29=1274516132, 29.30=1Z74516132,
930=1274516132, 931=10889/5256, 31.32=1088615256, 10J2=10887/5255,
10-11�768013661,11-12-75051d557, 12-13=7559/3552
BOT CHORD 1-21=318416814, 21-'3=3308/7136, 33-34=33D817136, 20.34-3306/7136,
19-20�6011/12731, 18-35=-6011H2731,18J5=6011/12731, 1636=-6011112731,
38-37=-6011/12731,37-38=.6DllM2731,17.38=-6011/12731,17.39=5134I10888,
16-39=5134110888,15-16=5134H 0888, 154*=-3364/7137, 40-41=3304/7137,
14-41=-330417137,13.14=-31S216814
WE_SS 3-21=2381530, 4-21=01479, 4-20=2080/4308, 5-20=7381630, 6-20=21231994,
6-18--0/519, 8-17=704/614, 9.17=9992148, 9.15=175011104, 10-15=2078/4288,
10-14=01480,11-14=2391532
NOTES-
1) 2-py truss to be connected togetherwtth 10d (0.131"M nails asfollows:
Top chords connected as follows: 20 -1 row at 0-M oo, 2x6 -2 rows staggered at 0-9-0 tic
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oa
Webs connected. as follows: 2x4 -1 row at 0-9-0 am
re
2) All loads aconsidered equa0y applied to a0 plies, except ft noted as frond (F) or back (B) face in the LOAD CASE(S) section. Ply to py connections have been provided to
bute mily loads noted m (F) or (B), unless otherwise
roof Indicated.
)vee ubce-n�s4VInd:ASC7-10��ft athis2mh;TCD�L= tF1Rt II: Exp C; End, GCp0.1 \\�\\4Q\\P\\\X� G
cantilever 160grip OiNF� 5) Provide adequate drainage to prevent water pending.
6) Ali plates are MT20 plates unless otherwise indicated. _ ( P :60i-
7) This truss has been designed for a 10.0 psf bottom chord live Icad nonconcunent with any other live loads. I
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 m uplift atjoint(s) except 1)al I/4
13--1531. _ ... _ _ _ _ _ _ -,3-A
Continued on page ���� 3•i3� (C1��
NOTES
8) Hanger(s) or other connection device(s) shall be provided suf5dem to support concentrated load(s) 222 m down and 281 lb up at 8=0.0, 107 lb down and 150 lb up at 10-0.12,
107Ib down and 1501 up a412.0-12, 107 @ down and 150 lb up at 14-IMZ 107 to down and 150 lb up at 16-0.12, 107 lb down and 150 lb up at 18�12, 107 Ih dawn and 15o
Ib up at 20.0.12, 107 to down and 150 to up at 22.0.12, 107 @ down and 150 lb up at 234-0. 107 Ib down and 150 lb up at 24-74, 107 lb down and 150 lb up at 26.7-0, 107 to
down and 150 lb up at 28-74, 107 to down and 150 la up at 30-74.107 to down and 150 lb up at 32-74,10713 down and 150 to up at 30-74, and 1071b down and 150 lb up at
367.4, and 222lb down and 281 lb up at 3841-0 on top chord, and 268 @ down and 11711b up at B". 80 lb down at 10-0-12, 80 lb down at 12-0-12, 80 lb doom at 140-12, 80
Ib down'at 16*0.12, 80 lb down at 18-0-12, 80 m down at 20-0-IZ 8D lb down at 22-0-12, 80 lb dam at 234.0, 8D lb down at 24-74. 80 lb down at 2674, 801b down at
28-74. 80 lb down at 30.74, 80 lb down at 32-74. 80 lb down at 34-74, and 80 to down at 3644, and 268 lb dawn and 117 lb up at 38-74 on bottom chord. The
designlselection of such connection devioe(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125
Uni = Loads (ph)
Vert: 1-4=54, 4-1 r ,10.13=5t,1-13=20
Concentrated Loads lib)
Vert 4=F)= 175(101i5(F)19=-Mn 21=268(l 2g=-54(F) 5--107(F) 6=107(F) 18=.51(F) 8=107(F)17=-54(F) 8=107T) 15=-M(F)14=268(n 16=,WF7 22-107(F)
23=107(F) 24=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=54n 37= M(F)
38=-54(F) 39'-54(F) 40=.54(F) 41=-4(Fj
\`\`M fIIj///
��t -S
%�'o
Job
Iruss
Irum lype d �
1833-DA
AIDD
HIP 1 1
'
hb Referenced
�owwm puss, n rum, n., arum
Drad Load De6.=7/161n
5.m 12 5X8 =
2x411 318 = 316 = 2x4 II 54 _
4 5 fi 7 firs 9
PP
i
!J
5>4L= 19 18 17 18 15 74 13 5x9=
416 — 3x5 = 416 = 2x4 ll Us = 3x5 = 416 =
34 = 4r6 =
1" 10" 17b16 246-0 3D.N 38-0-0 47.0-0 484F8
I I f— H znu I wnn -0.o
Plate Offsets M 11
032,0301 f1 0�14 Edpel fb•0512.0-2-81
19 0512,0-2-81
i120-3.2,0.301,
f121-3-3 Etlpel 115'0-2-0 0-1-81
M7.0-3-6 0.1.87
LOADING(psf)
SPACING- 2-M
CSL
DEFL
in (too)
Vdefl
Lid
PLATES
GRIP
TCLL 20.0
PlatedripDOL 1.25
TC
0.52
Vert(LL)
0.55 16
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 125
BC
0.50
Vert(CT)
-0.89 16-17
>642
180
BCLL 0.0
Rep Stress lna YES
WS
0.83
Hom(CT)
022 12
We
Na
BCDL 10.0
- Code FBC2017/rP12014
MalrixS
Weight 2471b
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No2 -Excepr
T2,T3: 2x4 SP M 31
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP N0.3
SLIDER Left 2xe SP No2 2-7-5. Right 2xS SP No22-7-5
REACTIONS. (size) 1=D-8-0 (min. 0-1-8), 12=08-0 (min. 0-1-8)
Max Hom1=76(LC B)
Max Uprdt1=-10(LC 5), 12--61o(LC 4)
Max Grav1=1751(LC 1), 12=1751(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 241-15 0o pudms.
BOT CHORD Rigid cemng drediy applied or 5-9-0 as bracing.
FORCES. (lb) -Max. Comp.Mlax. Ten. -Ali forces 250 (Ih) or less except when shown.
TOP CHORD 1-2�3788M403, 2-3=373411419, 34=-355511344, 4-5= 11851, 5-8=456411851,
6-7=-4564/1851.7.8=-0584I7851, B-9-�564111961, 9-10=355511344, 10-11=3734M419,
11-12-378BM403
BOTCHORD 1-18=124313414,18.19=1119/3262,17-18=1119/3262, 16-17=1861/4979,
15.16=1861/4979,14.15=1116/d282, 13-14=1116f3262, 12-13=1240/3414
WEBS 3.19=1a5272.4-19=281375.4-17=678/1590.5-17=-4051308,&17=,560i192,
&16=293, &15=-560M92, &16=41151308, 9-15-87811599, &13=28/d75,
10.13=185272
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) VNnd: ASCE 7.10: Vint=160mph (3-second gust) Vasd--124mph; TCDL=4 2W SCDL=5.0pst. h=151k Cat II; Exp C; End., GCP".t8;
Mih1FRS (envelope); canh7ever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrentwith any other five loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of wit standing 100 Ib uplift atjohd(s) except (it=tb)1=610,
12=810.
LOAD CASES) Standard
/
60 1
— — o SrATE ` -
3•(3•i /4v�
RCORIV
r�
Job
Pum
I nox; lype
Lake
16330A
A11DD
HIP
1 2 Job Refere,h®o .�
ii
ID:nygimnjpmNemTO2lUjjwrynijv�9ahH6Ih2MzY4ShM6yJJ61pBKKg58aJ86OzivGl
4476 aO0 2Dg.t5 40-0-0 43St0 4600
bb6 3570 14414 27*.2-t 3362 14 "26-0d 6574 3St0 44i-B
5.00 12 axe
4
Dead Load Deft a 518 N
414= 4x4= ,,A 2x411 4x4= W=
624,* 26 276 2a 7 29 8 30 31 3Y 933 34 35 t0
1p
ShB = 21 36 37 20 d9 39 4018 41 42 43 1744 45 16 15 46 47 48 t4 a,m -
4A = 3x5 = 4x10 MI20HS= 3x5 = Us = 3{7 = 3x5 4x6
30 = 4x10 MMHS=
tda 4B6a
IAC BOO S=o-SI sea I 1s4s5u 5 IM IM I u I
az Z847Aa
owe
Plate Offsets (X Y)- 11:032,0301
1110-0-14 Edge1
K034 0-0-07 110:034 0-0-07
1131032.0-3-01
[13:1J3 Ed9e1 115:030 0.1A1
f20:030 0-1-81
LOADING04
SPACING- 2-0-0
CSL
DEFL-
in poC)
Ildell
L/d
PLATES
GRI?
TCLL 20.0
Plate Grip DOL 125
TC 0.69
Ved(LL)
0.92 17-18
>618
240
MT20
2441190
TCDL 7.0
Lumber DOL 125
BC 0.71
Vert(CT)
-129 17-18
>440
180
MT20HS
187/143
BCLL 0.0
Rep Stress Inc NO
WB 0.86
Horz(CT)
026 13
n1a
n/a
BCDL 10.0
Code FBC2017/fP12014
MataS
Weight 5391b
FT=20%
LUMBER -
TOP CHORD 2K4 SP NO2 -Except
T2 24 SP No2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No22-0-1. Right 2x6 SP N022-0-1
REACTION& (size) 1=G-8-0 (min. 0-1-9), 13=0-0-0 (min. D-1A)
Max Horc1=60(LC 9)
Max Uprdtl=1550(LC 5),13=1553(LC 4)
Max Grav1=3395(LC 1), 13=3401(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-8-0 oC pu ns.
BOT CHORD Rigid calling directly applied or 6.10-0 oc bracing.
FORCES. (lb) -Max. CompJMax. Ten. - A0 forces 250 (Ib) or less mrcaptwhen shovm.
TOP CHORD 1.2=7669/3596, 23=7615=01, 34--7810I3709, 4-22=11219I6400,
22-23=1122015401, 2324=11221/5401, 5-24=11222I5402, 5-25=13083/8275,
25.26=1308816275, 2rr27=1308316275, 6-27=13083/a275, 6-28-1309V6276,
7-28=1309216276, 7-29=130 =76, 8-29=1309216276, 0-30=130921B276,
3031=13092/8276, 3132=13092/6276, 932=130VJ6276, 933=11230/5407,
3334=11229/5406, 34-35=11228/5406,10.35=11227/5405, 10.11=762613716,
11-12=7629/36n6,12-13=761=16D4
BOT CHORD 1.21=.3224/6913, 2136=435217248, 3637=-3M2/7248, 3738=3352f7248,
2036=335217248, 19-20--52a2111220,19-39=-5282111220, 39.40=-5282/11220,
1840=52a2M 1220, 1841=-6157/l30a3, 41-42-6157/13083, 4243=6157/13083,
17-43=-6157/13083,17.44=5284/11227,4445=-5284/11227,16-45=5284111227,
15.16=5284M M7, 1546=&W/7262, 4647=3357/7262, 4748=3367f7262,
14.48- 3357/7262, 13-14=322816925
WEBS 3-21=2381545, 4-21=0/485, 4-20=2171/4508, 5-20=175B/1124, 5-18=98612135,
6.18=691/587, 8-17=376158.5, 9.17=983036, 945=1757/1123, 10-15=2168/4500,
10-14=01489,11-14=2391547
NOTES-
1)2-ply buss to be connected together with 10d (0.13Px3")nags as follows:
Top chords connected as fo0ows: 20 -1 row at 0-9-0 00, 2x6 -2 rms staggered at O-M x
Bottom chords connected as follows 2x4 -1 cow at o-9-0 oaWebsco
2) AD loadss a`eeconsidered ua0yy applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (13), unless othertvLse indicated. \\
3) Unbalanced root Me loads have been considered for this design. �\ �/ �GENg
4) Wind: ASCE 7-10; VWt=160mph (3-second Oust) Vas&124mph; TCDL�.2psf; BCDL=5.0pst h=1511; Cat It Exp C; End., GCpr=0.1$ j
MWFRS(envelope); cantilever left and dghtexposed; Lumber DOL--1.60 plate grip DOL=1.60 / 60
5) Provide adequate drainage to preventwater ponding. I
6) AO plates are MT20 plates unless otherwise indicated. It_- .
7) Thistruss has been designed for a 10.0 psf bottom chord rive load nonconarrrent with any other Welcads. I
- - - - - -. p L _.
Continued on page 2 ..S•G •� 4[/��
ORI�
/�NAL
TrussJob
Iruss lype
OeWeM a
M3-DA
A11DG
HIP
i
2 Job Reference a
Mal
souutem runs. Piera,FL.34a5t - tuc 6730a I21zot61aCp1t1Pek9 i �d0nvGi1D:ny4m)pmN&rT021UM�ilhH6rM4SIMe
NOTES-
8) Provide medlaniW connection (by others) of truss to bearing plate capable of wi tistanding 100 m uplift atpud(s) except ")1=1550,13=1553.
9) Nanger(s) or other connection devices) shag be provided sufidentto support concentrated loads) 222lb dcwn wd 281 m up at 8410, 107Ib down and 15016 up at 104.12,
107 lb dawn and 150 to up at 12-0-12, 107 lbdown and 150 lb up at 14-D-12, 107 Ib dawn and 1501b up at 16-0-12, 107 lb down and 150 lb up at 18b12, 107 lbdown and 150
m up at 20-0.12,107Ibdawn and 1601b up at 22-0-12,107 @ down and 150lb up at 24.0-12,107 m down and 1501b up at 26-D•12,107 m do n and 1501b up at 28-0-12,107
down and 1501b up at 30b12,107 lb down and 1501b up at 32�12,107 lb down end 1501b up at 34 G-IZ 107 lb dawn and 150 Ib up at 36-D-12, and 107 lb down and 150
m up at 3840-12, and 222Ib down and 281 lb up at 40-0.0 on lop chord, and 268 b ci w and 117 m up at 8.0-0, 80 lb down at 1 D-0-12. 80 to down at 12.0-12, 80 Ib down at
14-0-12, 80 lb down at 16.042, 80 lb down at 16-412, 80 fo down at 20b12, 80 lb dawn at 22.0-12, 80 lb down at 24.0-12, 80 lb dam at 26b1Z 80 lb dawn at 28-0-12, 80
to down at 30.0-IZ 80lb down at 324.12, 80 lb dawn at 34b12, 80 lb down at 36-0-12, and 80 lb down at 38.0-12, and 268to down and 117lb up at 39-1IA on bottom
chord. The design/selection of such connection dewice(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Incease=125
Uniform Loads(pU)
Vert 14=-54, 4-10=54, 10-13=54,1-13=20
Concentrated Loads (ib)
Vert 4=175(B) 7=1 D7(B)10=175(B)19=54(B) 21=268(B)14=2stlp) 16=54(B) 22=107(B) 23--107(B) 24=107(B) 25=107(B) 26=107(13) 27=107(8) 28=107(B)
2a--107(B) 30=107(8) 31=107(B) 32=107(B) 33--107(B) 34=107(B) 35--107(B) 36=54(B) 37=.54(B) 38=-54(B) 39=.54(B) 40=54(B)41=54(B) 42754(B) 43=54(B)
44=54(B) 45=-54(B) 46=54(B) 47=-54(B) 46=54(8)
met
�\i• ENgF.`��/��
60 1
L* I
1 -0 1 SATE
5, 0
im
ncs
IFUSS rpe
1H534)A
=
LIONOTRU.% 1 1
'on
Job Rdercae o
ID:ny4imnlPmMBmTOZ1UjlwrynFp•g7JhH61h7MzY45hM6yJ61XvldJzlyve 186NrivGl
LOADING( I SPACING- 2-0-0 I CSI. I DEFL in Oco) Well Ud I PLATES GRIP
TCLL 20.0 Plate Grip DOL 125 TC 0.13 Vent(LL) -moo 5 >999 240 MT20 244/190
TCDL 7.0, Lumber DOL 125 BC 0.12 Ved(CT) 0.00 4-5 >I199 180
BCLL 0.0Rep Stress Ina YES VB 0.04 Ho¢(Cf) -0.01 3 Na Na
BCDL 10.0 Code FBC2017/rP12014 Matra-P Weight 10 lb FT=20%
LUMBER- BRACING -
TOP CHORD 20 SP No2 TOP CHORD Structural wood sheathing directly applied or3.2-13 oc purrns.
BOT CHORD Zx4 SP No2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3= Mechanist, 4=MedhaNral, 6=0-11.5 (min. 0-1-e)
Max H=5=48(LC 4)
Max UprdL4=20(LC 3), 4=29(LC 1). 5=201(LC 4)
Max Grav3=5(LC 4), 4=36(LC 4), 5=276(LC 1)
FORCES. (Ib) - Max CompJMax Ten. -Ali forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-t0; Vutt=l6omph (3-semnd gust) Vasd=124mph; TCDL=42psf; BCDL=5.OpsF, h=15ft CaL Il; Fxp C; End., GCph--0.18;
MWFRS (envelope); cantilever left and right ehgosed ; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom chord live load nonconcu entwith any other 8ve loads
3) Referto girder(s) for truss to truss connections
4) Provide mechanical connection (by others) of truss to bearing plate capableofwithstanding 100 lb uplift at)oim(s) 3.4 except (jt 4b) 5=201.
LOAD CASE(S) Standard
jw
nrss
I ruse type
Y
1831-0A
C14
JACK
jctaklmdrain
2 1
Job Rdererice o rn
6nabam Truss, FL P*=, FL, 3435.1
14d 3A8 5$e
1EN 1 2-" l 1-314
Plate Offsets OLY1- 120-0-8,0.1-12j,
r6:0.1-10,1-B6j,
I6:0-0-0,0.1-721
LOADING(pSo
SPACING- 2.0-0
est.
DEFL
in
Qoc)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(U)
-0.00
5-0
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.15
Vert(CT)
0.00
56
>898
180
BCLL 0.0
Rep Stress Ina NO
WB 0.04
Horz(CT)
-0.01
3
n/a
nla
BCDL 10.0
Code FBC2017ITPLM14
Mabbr-P
Weight 17 to FT =.20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
REACTIONS. All bearings Mechanical except Qt=4ength) 6=0-11.5, 5=0115.
Qb)- Max HorzG81(LC4)
Max Uplift All uplift 100 lb or less stjoint(s) 3,5 except 6=192(LC 4)
Max Gmv All reactions 250 lb or less at joint(s) 3, 4, 5 except 6-y59(LC 1)
FORCES (la) -Max. Comp)Max. Ten. -All torus 250(Ib) a less exceplwhen shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5.6-6 oc purfin .
BOTCHORD Rigid calling directly applied or 11141-0cc bracing.
NOTES
1) Wind: ASCE 7-10; Vu11=160mph (3-secand gust) Vosd=124mph; TCDL=4.2pst SCDL=5.0psf, h=15$ CaL U; Exp C; Enci., GCpi--0.16;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL--1.60 plate grip DOL=1.60
2) This toss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other We loads.
3) Referto girder(s) for toss to truss connections.
4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift atjoim(s) 3, 5 except (Mb) 6=182
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb dovn and 110 lb up at 2-11-0 on
top chord, and20 lb down and 71 Ib up at 2-11-0, and 2lb down and 7lb up at 2-11-0on bottom chord The designlselectiah of such
connection device(s) Is the responsibMity 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 Inaesse=1.25, Plate Increase=1.25
Uniform Loads (pff)
Vert 1a=54,1-0=20
Concentrated Loads (Ib)
Vert 7-38(F) 8=46(F=47, B=1)
FF --
60 I It
i14 =
%moo
im
nsa
I mss lype Y
1B37-0A
CJ tl
JAG( { 1
Job Refererxx igigonan
Sri Tn=.FLPWMFL.3195/ Rik[tl23ax OQ212m8PrkhC a2iweOG212altl M1whek 1nd401ek, 11K INIfPA 21 l�'le:ee �ulw ropel
ID:ny4=MrNjemTCOUgwcyntp`9m13VSmJI80VJbeeFad6Ga067jM1dHkDxsCe 61
14L14 645 11.24
14114 4 7 1 4-9-15
I
i
US II
144 01-&1 4 645 11.24 144
11 4G7 i 4-9-15
Plate Offsets MY)-
12:0." 0-1-12] WD-1-61-7-101
I8:D-0-0
0-1-121
LOADING (PSI)
SPACING- 24)-0
CSL
DEFL
in
(foe)
11de8
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.56
Vert(LL)
0.06
&7
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 125
SC 0.56
Vert(Cn
-OLIO
6.7
>999
180
BCLL 0.0
Rep Stress Ina NO
VVB 023
Horz(CT)
-0.04
4
n1a
n1a
BCDL 10.0
Cade FBC2017/IPI2014
MatrixS
Weight 44 m
FT = 20^A
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
REACTIONS. (sae) 4=Meehaniral, 8=0-114i (min. 0.1-8), 6=1dechaniml
Marc Horz8=164(LC 8)
Max Up!1114=127(LC 4), 8=259(LC 4), 6=100(LC 8)
Max Grav4=145(LC 1), 8=398(LC 31), 6=243(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or e-0-0 oc pudins
BOT CHORD Rigid eei6ng directly applied or 104)-0 oc bracing.
FORCES. (lb) -Max CompJMax Ten. -All fames 250(1h) orlessexreptwhen shown.
TOP CHORD i-2 4101189, 2-9--4561216, 9-10=4591227, 3-10=14215
BOT CHORD 14i=-177/411, 8-12-285/411,12-13=2851411, 7-13=2951411, 7-14=2951411,
6-14=2951411
WEBS 3-6=444/318
NOTES-
1) Wind: ASCE 7-10; Vu"- 60mph (3second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft Cat It Exp C; End., GCpr-0.18;
MWFRS (emPlope); 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 are a consideration.
3) This truss has been designed for a 10.0 psf bottom chord Me load noncOneurmntwith any other We loads
4) Refer to girder(s) for buss to truss connections
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) 6 except 6Hb) 4=127,
8=259.
6) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 7316 down and 110 Ito up at 2-11-0, 73
lb down and 1101b up at 2-11.0, 26 to down end 62 to up at 5A15, 26 to down and 52 lb up at 5-&15, and 581b da+n and 107 to up at
B.&M, and 581b dawn and 107 to up at 8.6-14 on top chord, and 20 go dawn and 71 to up at 2.11.0, 20 lb down and 71 to up at 2-11.0.
10 to down and 2 to up at 5.8-15, 10 lb dam and 2 to up at 54-15, and 27lb dawn at SAM4, and 77 to down at 8-&14 on bottom chord.
The designlseledion 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 (Fj or back (M.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Inaease=125, Plate Incoease=125
Uniform Loads(pM
Vert 1-4= 64,1-5=20
Concentrated Loads (tb)
Vert 9=72(F=36, B-36)11= 65(F=-33, B-33)12=94(F=47, B--47)14=47(F=18, B=19)
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60 1
Ot S ATE t.N
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l`�
job
Truss
ns— iype
uaxe
18340A
MG
MP
IM
1 t
,lob Reference(pe%nali
SMamn Tn+a,Fl FL, 30951
4M = 4x4 =
40 a 2x4 II
LOADING(PSO
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.o
SPACING- 2-0-0
Plate Grip DOL 125
Lumber DOL 1.25
Rep Stress Ina NO
Code FBC20171rPt2014
CSL
TC 0.19
BC 0.14
NB 0.08
Matrix-P
DEFL in
VeA(LL) -0.00
Vert(CT) -0.01
Horz(CT) .0.00
(be) adefl Lid
6-7 >999 240
6.7 >999 180
5 Na rda
PLATES GRIP ,
MT20 2441190
Weight 38 to FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP N0.2
TOP CHORD
Shudural wood sheathing dire* applied or 6-0.0 oc purfins, except
BOT CHORD 2x4 SP No2
and verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied all" oe bracing.
SLIDER Left 20 SP No.31-8-15
REACTIONS. (size) 5=0-8-0 (min. 0.1-8), 7=0-0.0 (min. 0.249
Max HOm7=64(LC 8)
Max UptifL5=121(LC 9), 7=707(LC 4)
Max Gravy--213(LC 18), 7=1971(LC 17)
FORCES. (m) - Max. CompJMax. Ten. - Ag forrxts 250 (lb) or less exoeptwhen shown.
WEBS 27=41371261
NOTES
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opst; h=151C CaL II; Exp C; End., GCpk0.18;
MWFRS (envelope); cantilever left and right exposed; LumberDOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pondmg,
4) This truss has been designed fora 10.0 psf bottom diord We load nonconcoment with any other five loads.
6) Provide mechanic connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 5=121,
7=707.
6) Hanger(s) a otherconnection devica(s) shag be provided sutfiderd to supportconcentrated load(s) 57 lb down and 110 lb up at 3-0-0, and
26110down and 571b up at 4 4 and 57 Ib down and 1101bup at 64-0 on top chord, end 16221b dorm and 543 Ib up at 1-2-12, 231b
down at 3-0-0, and 14 lb down and 2 lb up at 4.4.0, and 231b down at 5-7-4 on bottom short The desigNsdection of such connection
devices) is the respons3Tdy 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 Incmase=1.25, Plate Increase=125
Uniform Loads (pm
Vert 1-27 i4, 23=54, 34=54, 1-5=20
Concentrated Loads (Lb)
Vert 7=1622(8)
job
Truss
1russ IYW
Y �'°
18130A
,2
JACK
10 t Job Reference o onal
SWIMm truss. Fi rmrre, ri,aassl -uws ,
ID nyamnmmnr�amroznry dNayas nno wsallosEcpnsnaxsluanJmPgweemnrtr vGG
2-0-0
z-0-0
14 -0 �2fi0 j
1.3-0
Plate Offsets fx Y)- (2:D-D-1z
0-1 121 12ro 1 11 1 2 g (5:0-0-0
0-1 121
---
--
LOADING(psf)
SPACING- 246-0
CSL
DEFL
to
Poe)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.07
Vert(LL)
-0.00
5
>999
240
MT20 244119D
TCDL 7.0
Lumber DOL 125
BC 0.06
Vert(CT)
0.00
5
>999
180
BCLL 0.0
Rep Stress Ina YES
WS 0.02
HoM(CT)
-0.00
3
We
nla
13CDL 10.0
Code FBC2017/rP12014
Matrbr-P
Weight 7lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD
BOT CHORD 2x4 SP 1,10.2 BOTCHORD
V EBS 2z4 SP No.3
REACTIONS. (sire) 3=MeChaain44=McChanira1,5=04&0 (mia0.1-8)
Max Horz5=43(LC 8)
Max UprdM=.344(LC 1), 4=43(LC 1), 6=124(LC 4)
Max Grav3=15(LC 4), 4�9(LC 4), 5-y13(LC 1)
FORCES. (ib)-Ma)L CompJMax. Tea. -AD forces 250(b) or less except when shown.
Structural wood sheathing directly applied or2-0-D oc pudms.
Rigid telling directly applied or 10-0-0 oc bracing.
NOTES-
1) W6M: ASCE 7-10; Vutl=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=S.opst h--1Sit Cat It E1p C; End., GCp7F0.16;
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 psf bottom chord rive load nonconcurred with any other rive loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 10D lb uplift atjoint(s) 3, 4 except "- ) 5=124.
LOAD CASE(S) Standard
{
1-O ` SATE —
• 11
IIL59
fwss lype1plyOanb
hla
lJob Ia A
,pA
JAM
2 1
Job Reference LOF'o
southern Tnm,FL Pttl FL. 31951.
LOADING(psf)
SPACING-
24)-0
TCLL
20.0
Plate Grip DOL
125
TCDL
7.0
Lumber DOL
I
125
BCLL
0.0
Rep Stress Ina
YES
BCDL
10.0
Code FBC2017rrPl2D14
21B II
CSL
TC 0.02
BC 0.01
WB 0.00
Matrix-R
Rim: s OG 212018 Pbrrt 6230s 212018 Ni ek ln0ushhes,IK The Feb 2114.15572D19 Paget
ID:ny4imnjpmMjBmTCOUk-'Ynlj-"y lgnoAIJ58NDsEgPn908X6J9XBAMP10iBBmAftrvGG
1-0-0
DEFL in poc) gde9 L/d
Veri(LL) 0.00 4 >999 240
Vert(CT) .0.00 4 >999 180
Horz(CT) .0.00 2 n/a nla
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD
BOT CHORD 2x4 SP NO2
WEBS 2x4 SP N0.3 BOT CHORD
REACTIONS. (size) 4=D-8-0 (min. 04-8),2=141erhanlnl,3=1wiechanical
Max H=4=17(LC 8)
Max Up0D2--24(LC 8). 3=3(LC 8)
Max Grav4=31(LC 1). 2--22(LC 1), 3=16(LC 3)
FORCES. (b) - Max CompJMax. Ten. -AU forces 250 pb) orless except when shown.
PLATES GRIP
MT20 244/190c
Weight 4m FT=2M
Structural wood sheathing directly applied cr 1-0-0 oc puffins, except
end ver0ads
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0ps . h=1510 CaL It Exp C; End, GCpF-0.18;
MWFRS (envelope); ranh'lever left and right exposed; Lumber DOL=1.613 plate grip DOL=1.60
2) This truss has been designed for a 10.0 Ind bottom chord five load noncmnanrentwith my other five loads.
3) Referto girder(s) for buss to truss oonnedions.
4) Provide mechanical contraction pry others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2. 3.
LOAD CASE(S) Standard
1J-I v_`GEN3F�/`�j-�L
'O
P 60 1
��'o ,4 op,10,.'-R2
///YS9 ZOjNAjISNN\\\ZZ
o
ntss
Imn lype
uty OavJnnd axe
IR33-MA
J6
JACK
1/ t
Job Referahce L. 'orW
sowivnrws, FL rrwx.Fti IDxry4imnipmN8mT=UgjwcpdjrSBOgv7n7}MHENpONVgfhldSgxV✓iCVGlgrxl�rvGF
idl 4.0-0
1.4-0 i 2ba
LOADING(psf) SPACING- 2.0-0 CSL DEFL in Ow) Well Ud PLATES GRIP'
TCLL 20.0 Plate Grip DOL 125 TC 0.09 Vert(l) -0.00 4-5 >9UM99 240 M2441190
TCDL 7.0 Lumber DOL 125 BC 0.07 Vert(CT) -0.00 4S >999 180
BCLL 0.0 Rep Stress Incr YES NB 0.03 Horz(CT) -0.00 3 We We
BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight 13 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or4-0.0 ac 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) 3=Mecwnical, 4=MedhanirW, 5=0-8-0 (m6L 0-1.8)
Max Hoa5=83(LC 8)
Max UpM3=59(LC 8), 5=90(LC 4)
Max Gmv3=54(LC 1), 4=40(LC 3), 5-220(LC 1)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250(lb) or less except when shown.
NOTES-
1) Wind: ASCE 7.10; VuR-160mph (3-semnd gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opst h=1Sit Cat II; Exp C; End., GCpF0.18;
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 lord five load nonconcu erdwdh any other five loads.
3) Reterto girders) for truss to buss connections
4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100lb uplift atjoint(s) 3, S.
LOAD CASES) Standard
\GEN3F��ool
/ P 60 i
1ok iM =
z'
/////�/s%NI11l�NG\\\Z3
n
Job
truss
In, jype
LAY - OelOanO lace
163LQ4
J6
JACK
leY
8 1
Job Reierenm o a
Saxeem Tm66, FL Pl FL,H R!u Kurt 8S 6L 212019 Fnnte S Uo 212ale Nne6 mvumies,i2 lml rea Cl ll:lY.atl2ma Yapel
ID.-ny4imnjpmNj8mTC0Ugwcynljv-580gY7�imtfrtOpONVgfhidPSsUOVGNI gxijjavGF
1.40 6."
' 1-0-0 I 4,8-0
i
50-0
1-0-0 5-0-0
Plate Offsets (&Y)- i2:0.0-12.0-1-121
IS'0-1-81-2-0L
I5:0-M
0-1-12j
--
LOADING(psf)
SPACING- 24)-0
CSL
DEFL
in
(lie)
Udell
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 026
VeR(LL)
-0.02
"
"Be
240
MT20 2441190
TCDL 7.0
LumberDOL 125
BC 020
Vert(CT)
-0.04
45
>999
180
BCLL 0.0
Rep Stress Inc YES
WB 0.06
Hom(CT)
.0.02
3
nta
Na
BCDL 10.0
Code FBC2017fTPI2014
Matrix-P
Weight 19 lb FT=20% -
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP NO2
WEBS 2x4 SP No.3
REACTIONS. (size) 3=fAechanlca44=Mectran1caI,5=G-e-0 (min.0-1A)
Max Hoa5=124(LC 8)
Max UpT1C1=104(LC 8), 6--94(LC 4)
Max Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1)
FORCES. (lb) -Max CompJMax. Ten - Allforces 250 pb) cr lessexmplwhen shown.
BRACING -
TOP CHORD Structural rood sheathing dhecJ applied or 6-" co pur6ns.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wnd: ASCE 7.10; Vu"- 60mph (3-semnd gust) Vasd--124mph; TCDL=42psf, BCDL=5.opst,, h=1511; Cat II; Exp C; End, GCpi=0.18;
MWFRS (envelope); ranhlever 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 We load nommnament vidh any other Ove loads.
3) Refer to girder(s) for- truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) 6 except fib) 3--104.
LOAD CASE(S) Standard
T 60 1
//VSS��N��N�\2'i
P
S�Tiu,MI.FLPi FL,34953
h
f1
R=
147-0 60-0
Dead load Deft. -118 in
Plate Offsets (X Y}I2O0.12
0.1-121 f5:0.1-0 1-2-07
(5'0-M
0-1-121
-
LOADING (psi)
SPACING- 243-0
CSL
OFFL
in
(loc)
Udell
Vd
PLATES GR1P'
TCLL 20.0
Plate Grip DOL 125
TC 0.61
Vert(LL)
M40
45
>766
240.
MT20 2441190
TCDL- 7.0
Lumber DOL 125
BC 0.47
Vert(CT)
-0.18
45
>444
180
BCLL 0.0
Rep Stress Mc YES
NIB 0.09
Hoa(CT)
-0.06
3
nla
n1a
BCDL 10.0
Code FBC2017ITP12014
Matra-P
Weight 25 to FT =20%
LUMBER -
TOP CHORD 20 SP No2
BOT CHORD ZA SP No2
WEBS 2x4 SP No.3
REACTIONS. (size) 3=MeChanical, 4=MedtaniCal, 5=DZ.D
Max Horz5=165(LC B)
Max UprdO=-147(LC 8), 5=106(LC 8)
Max Gw3=161(LC 1), 4-120(LC 3), 5=353(LC 1)
FORCES. (lb) - Max. Comp.11& . Ten. -M forces 250 (m) or less exceptwhen shown.
WEBS 25=319MM
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid o6img directly appled or 10-0-0 ec bracing.
NOTES-
1) Wind: ASCE 7-10; Vu1t=160mph (3- a nd gust) Vasd=124mph; TCDL-4.2pit BCDL=5.OpsF, h=15f0 CaL ll; Exp C; EncL, GCpF-0.16;
MVJFRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate gdp DOL=1.60
2) This buss has been designed fore 10.0 psi bo0om chord Iiveload nommriarrerdwith any other rive leads.
3) Referto girders) for to to truss mmecfions.
4) Provide mechanical connec0on (by others) of truss to bearing pate capable of withstanding 100 lb uplift atjoint(s) except 6Mb) 3=147,
5=10E
LOAD CASES) Standard
\\\�`
' P 30 i
A�
IORP.
ZONAL1�N���S