HomeMy WebLinkAboutTRUSS PAPERWORK'tY
SOUTHERN
TRUSS
COMPANIES
Southern Truss
2590 N. Kings Hwy
Fort Pierce, FL 34951
Project Information:
Job Number.
J1800507
Customer.
RYAN
Address:
CRY, 5T, OR
General Truss Engineering Criteria & Design Loads
Building Code and Chapter:
Computer Program Used.- vvl a vlvl—1
FBC2017TM12014
MiTek Version: 8.20 Nov 3 BY
Gravity:
Gravity: LucieCounty
37.0 psf ROOF TOTAL LOAD
NIA
Wind Building Authority.
160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) I Collier County
z
No.
Date
Tess ID#
1
07/05/18
Al
2
07/05/18
A2
3
07/06/18
A3
4
07/05/18
A4
5
07/05/18
AS
6
07/05/18
A6
7
OVUM
A7
8
07I05118
A8
9
07/05/18
A8G
10
07/05/18
B1
11
07/0SM8
B2
12
07/06/18
B3
13
07/06/18
Me
14
07/06/18
cl
15
07/06118
C2
16
07/06118
C3G
17
07/05/18
CJ6
18
07/05/18
CJ7
19
07/05/18
J1
20
07/05/18
J2
21
07105118
J3
22
07/05/18
J4
23
07/05/18
J5
24
07/05/18
26
25
07/05118
J7
This cover sheet is provided as per Florida Statute 61015-31.003 in lieu of signing and
sealing each individual sheet. An Index sheet of the truss designs is attached which is
numbered and with the indentirication and date of each drawing.
Engineer of Truss Design Package
Brian M. Bleakly
FL Reg. Eng. No. 76051
2590 N.IGngs Highway
Fort Pierce, FL 34951
No.
Date
Tnss ID#
26
07/65/18
J58
27
07/05/18
MV2
28
07/05/18
MV4
29
07/05/16
MV6
Page 1 of 1
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TYPICAL DETAIL G CORNER_ - HIP
NOTE NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT
for Wood Construction.
132.5# per Nail (D.O.LFactor=1.00) UP TO 265 = 2—t6d NAILS REOD.
rids toe nails only have 0.83 of UP TO 394s = 3-16d NAILS REO'D.
-lateral Resistance Value.
t5�k S SO
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o J3
s
n
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LA
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HIP GIRDER
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A
n CA
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Typical jack 46
A
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=0
TYPICAL CORNER LAYOUr
& �—tsd D SrZN
—9-5
\ ,'
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i
Typical Hip—jocW
attachment
CHORD HANGERS FASTENER
GIRDER
JACK
di—J3 TO HIP JACK GIRDER
TC
— — — — — — —
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— — - — —
8C
— — — — —— —
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
— — -—-
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GIRDER
TC
— — — — — — —
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— — — — —
BC
— — — — — ——
2-16d nails
—- --
MINIMUM GRADE OF WM6ER LOADING (PSFl rsm DRM- DOS
BC s4 2SYP 2 L D E9c2oi7
.0 2:4 SYP 2 TOP 20
BOTTOM
WEB 2x4 GYP No3 00 10
SPACING 24' O.0
SOUTHERN
TRUSS
Fort Pierce Division
2590 N. Kings Highway.
COMPANIES
(800)23i o 0 9(772%a-416D
Fox-(772)316-0016
Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951
772-464-4160
J
TYPICAL DETAIL @ CORNER — HIP
NOTE NDS=National Design Specifictions
for Wood Construction.
132.5# per Nail (DA I-Factor=1.25)
nds toe nails only have 0.83 of
lateral Resistance Value.
12
CORNER JACK GIRDER
ALLOWABLE REACTION PER JOINT
0 UP TO 265# — 2-16d NAILS REQ'D.
Q UP TO 394§ = 3-16d NAILS REQ'D.
use 2-16d
too nail
Typical jack 45'
attachment
IYPICAL CORNER LAYOUT
101
3-1 Be
nail
Typical Hip -jack'
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1-J3 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d nails
- - - - -
BC
- - - - - - -
2-1 Gd nails
- - - - -
J5 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d nails
- - - - -
BC
- - - - - --
2-16dnails
- ----
TC
- - - - - --
3-16dnails
---.--
BC
- - - - - --
2-16dnails
----
HIP JACK GIRDER (CJ5) TO HIP GIRDER
TC
- - - - - - -
3-16d nails
- - - - -
BC
- - - - - --
2-16dnails
----
IIMUM GRADE OF LUMBER LOADING (PSF)
T.C. 2%4 SYP {2 L D
B.C. - 2x4 SYP 2 1oP 20
SY WEBS 2x4 P Na3 BOTTOM 00 10
[SPACM 24' O.C.
SOUTHERN
Fort Pierce HDigiviision
TRUSS 25090 N. Kings
ghwcT.
3495
COMPANIES (B00)232-0509 (772)464-4160
httR//--Uff anbi Fox:(772)318-0016
Brian M. Bleakly Struct Eng #76051 259D N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
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1) Up6xloaft have bean increased 60%forwuM asdmde Toads; m hvNMhxxmse shall be pannMBd.
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3) WS3 Wood Sorexs are W x 3• longand are hxihded vAN H310 Changes
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New produds or updaW pmduCtderratieh are deftisedln bloc foot
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Continued onnedpage 117
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SCAB -BRACE -DETAIL I ST-SCAB-BRACE
Nate: Scab -Bracing to be used when continuous
lateral tracing at midpoint (orT-Brace) Is
impractical.
Scab must wverfull length of web +/-6'.
" THIS DETAIL IS NOTAPL1CABu WHEN BRACING IS "
REQLHREDAT'113-POINTS OR I-0RACE ISSPECIPIED.-
APPLY 2x SCAB TO ONE' FACE OF WEB VM
2 ROWS OF 10d (3-X 0.131 -) NAILS SPACED 6"O.C.
SCAB MUST BE THE SAME GRADE, SIZE AND
SPECIES (OR BEfrER) AS THE WEB.
�\ MAXIMUM WEB AXIAL FORCE = 2500 ms
MAXIMUM WEB LENGTH=-12'-0'
SCAB BRACE 2x4 MINIMUM WEB -SIZE -
MINIMUM WEB GRADEOF#3
NaSs� / section Detail
Scab -Bra®
Web
Scab -Brace must be same species grade (or better) as web member.
L-BRACE DETAIL
Naifng-Pattern, — --
L-Brace size
T Nag Site .
Nail Spacing
1x4or8
10d
8"o.c.
2x4, 6, or
16d
8' oc
Note. Nall along entire length of L-Brace..-
(On Two-Ply's Nag to Both of 4. :
9M.
Web
Note: L-Bracing to be used when continuous
Metal bracing Is impracUcaL L-brace
nmst cover ga%of web length
L-Brace must be same species grade (or better) as web member.-
L-Brace Size
for One -Ply Truss
Specified Continuous
Rows of lateral Bracing
LNeb Size
1
2
2x3 or2x4
1x4
"'
2
1x6
2x8
2X8
»�
^- DIRECT suesmuno I Nor APucAarE
L-Brace Size
forTwo-PlyTruss
Specified Confmuous
Rows of Lateral Bracing
1
2
or4
[!beSiz
2x42x6x8
2x8
...
'� UniEC75n&+'-irlUiloN NQTAPUCAeLE
r
T-BRACE / I -BRACE DETAIL
Note: T-Bracing / I -Bracing to be used when continuous lateral bracing
is impractical. T-Brace/ I -Brace must cover 90% otweb length.
Nate: This detail NOT to be used to ceirvedT-Brace / 1-Brace
webs to continuous lateral braced webs.
NailingPatlem
T-Brace sae
I Nai1S'ae
Nag Spacing
1x4orUS
10d
I 8'oc.
2x4 or 2xS or 2x8
16d
I an o c.
Note: Nag along entire WGffi -of-T-Brace / l-Br3ee-
(On Two-Plyjs Nag to Both Plies) .: ' '
alternate position
0
IF"
i Secdm Damn
T-Brace
F20 �- Web
altemate position
Nags
Web
Nails
I -Brace
SPACING
Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size'
1
2•
WnrW
1x4(7T--Brace
1x4(71-Brace
2xS
1xS (7 T-Brace
2x6 I -Brace
2x8
12x8 T-Brace
2x81-Brace
Brace Sore
far Two -Ply Thus
Specified Continuous
Rows of Lateral Bracing
Web Sae
1
2
2x3 or 2x4
2x4 T-Brace
2x4 I -Brace
2x6
24 T-Brace
2xS I -Brace
2x8
12XB T-Brace
�aLn_ e
r Brace / 1-Brace must be same species and grade (or better) as web member.
(7 NOTE If SP webs are used in the truss, IA or 1x5 SP braces must be stress
rated boards with design values that are equal to (or better) the truss web
design values -
For SP fruss lumber grades up to #2 with 1X_ bracing material, use IND 45 for T-Bracefl-Brat
For SP truss lumber grades up to 91 with 1X bracing material, use IND 55 for T-Bracell Brac
Job
ass
TMM TYPO
QtY
RYAN
145ZXMMM
Al
COMMON
jPIY
I 1
Job Reference (oplionan
awaem irvee OanPeraea, ro Mace, K M851 Run: 8200 a Nw 30 20f] PMt: d230 s Oa 21 2019 MITak bdusaba. be. Man Nw 1e Or:58U1 2J18 Pepe 1
IDEaPOUIWCVVA016WS07VTFdz?SCK-OmSNb3zyZpCSR6 K7Lpm7jPP4R11wGO1rNIAYHhs3
7S3 L171 21-b-0 2a4-13 34813 4260
7S3 H "_c 1 7.-0-13 I ]-0.13 - 62-0 1 7di3
5.00 F12
axe =
Scab - 1.71.9
I$
3" =
3XIO MIasH3II
3x4= bx6= 3x4=
3x4 = 4x6= 3x4 =
3x10 MISSHS II
1-0-0 9-2-6 17.0-13 20.113 32-9.10 41-0-0 424)p
&zE 1 7-IOA 1 7-ia-S )- 7-10-6 I &z-6
Plata Offsets MY)—
t1 dlU-14 Ednel f1:0-04Edcel 19104)-14
Edcel
19:0-0-4Edoel
LOADING (pst)
SPACING- 2-0-0
CSL
DEFL
in (I=)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO
0.96
Vert(LL)
0.2212-13
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.76
Vert(CT)
-0.4212-13
>999
180
M18SHS
244/190
BOLL 0.0
Rep Stress [nor YES
WB
0.59
Ho2(CT)
0.13 9
n/a
n/a
BCDL 10.0
Code FBC20171rP12014
Matrix-
Weight 213 Ito
FT =10%
LUMBER -
TOP CHORD 2x4 SP No2 'Except'
T1: 2x4 SP M 31
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
WEDGE
Left 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (Ib/size) 1=152910-8-0 (min. 0-1-8), 9=152910E-0 (mln. 0.1-8)
Max Horz1=159(LC 8)
Max UpIiR1=-529(LC 8). 9=-529(1-C 9)
BRACING -
TOP CHORD Structural wood sheathing directly applied
BOT CHORD Rigid ceiling directly applied or 7-M oc bracing.
MTek recommends that Stabilizers and reclulmd am bracing
be installed during buss erection, in accordance with Stabilizer
Installation guide.
FORCES. 0b) - Max. Comp./Max. Ten. - All forces 250 Qb) a less except when shown.
TOP CHORD 1-2=-258/1114, 23=„3083/1077, 3-4--2966H095, 4.6=-2377/865, 5.6=2377/865,
6-7=2966/1095, 7-8=-3083/1077, 8.9=-0258/1114
BOT CHORD 1.15=-1097/2934, 14-15=-814/2449, 13-14=-814/2449, 12-13=-450/l809,
11-12=6542449, 10-11--6542449, 9-10=-938/2934
WEBS 5-12=-3297774, 6-12=E50/441, 6-10=-2151564, 8-10=-297297, 5-13=-3291774, -
4-13=-6501441, 4-15=-215/564, 2-15=-297297
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-1% Vut=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15fi; Cat 11; Exp C; Encl.,
GCpF0.18; MWFRS (envelope); Lumber OOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise ird Bated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconc merd with any other We loads.
5) Pnwirb mechanical connection (by others) of truss to bearing plate capable of withstanding 529 It, uplift at joint 1 and 529 Ib uplift at
joint 9.
LOADCASE(S) Standard
ch
Job russ
truss ype
RYAN
t 152-ANrrIX " A2 ' P
COMMON
2 i
Jab Reference (optional)
ur.,,, „ua3 wnptl,uR CM1B, r4 �JYDiI
nY c
?:'� j1r'sg...u4 6.00 12 3x8 = 5x5 = 3xe
3XIb M18SHs11 30= 416= 3x4=
3x4 = 4xe = 30 =
Scale -1:76.2
3x10 MIBSHS If
1-0-0 &2-6 I 17-0-13 F 24-113 ) 32-&10 I 41-0-0 42
a.,_s z,rtG
Plate Offsets MY)—
r1:0-0-41Edne1 r1:0-0-14 Edpel
15'0312U-2-81
r6,0.2-803-01
I7'0312 0-2$ 111:0-0-14 Edoe1
F11'0-0-4 Edpe)
LOADING (psf)
SPACING- 2-M
CSL
DEFL
in (loc)
I/den
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.84
Vert(LL)
0.2614-15
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.76
Vert(CT)
-0.51 14-16
>968
180
M18SHS
244/190
BCLL 0.0
Rep Stress I= YES
WB
0.52
Hom(CI)
0.13 11
n/a
n/a
BCOL 10.0
Code FBC2017?PI2014
Matrix-S
Weight: 211 Ib
FT =10A
LUMBER -
TOP CHORD 2(4 SP M 31 'Except
T2: 2x4 SP No.2
BOT CHORD 2(4 SP M 31
WEBS 2x4 SP No.3
WEDGE
Left 2x6 SP No.2, Right 2x6 SP No.2
REACTIONS. (lb/stte) 1=1529)D-8-0 (min. 0-1-8), 11=1529/0-8-0 (min. 0.1-8)
Max Horz1=148(LC 8)
Max UpOft1=517(1-C 8), 11=517(LC 9)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-042 oc pudins.
BOT CHORD Rigid Calling directly applied or 7-&12 oc bracing.
MTek recommends that Stabilizers and required cross bracing
be Installed during truss election, in accordaroe with Stabilizer
Installation ulde.
FORCES. gb) - Max. Comp./Max. Tem - Ali forces 250 (Ib) or less except when sh owa
TOP CHORD 1-2=-326711069, 23=-3068/1051, 34--3012/1069, 4-5=-2368/826, 7-8=2368/827,
B-9=-3012M069, 9-10=-3088/1051, 10-11=3267/1090, 5-6=2133/810, 6-7=-2133/810
BOT CHORD 1-17=-10652945, 16-17=-7642428, 15-16=4642428, 14.15=A27/1826,
13-14---6152428, 12-13=-6152428, 11-12=-9172945
WEBS 6-14--296f729, 8-14--59D/402, 8-12=-232/585, 10-12=-3101313, 6-15=296f729,
4-15=.590/401, 4-17=-231/585, 2-17=3181312
NOTES
1) Unbalanced mof 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.Opsh h=15ft Cat 11; Fxp C; Fsd.,
GCpi=0.18; MWFRS (erwelope); 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 pst bottom chord Me load nonconanent with any other fiN bads
6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 617 lb uplift at joint 1 and 517 lb uplift at
joint 11.
LOAD CASES) Standard
PE 76Q51
fi
iv ; JIri1CUr— ��`
o toss
ruse ype
ty
RYAN
145ZXMnra( A3
HIP
2 1
Job Rarerarrce o ' nal
6auNeT TNss CanpWes, Fal Pisrca, Fl 34951.e Run: B200 s Nov 3a2017 P :8Z s Od 21 2o1B MTex h� a Mc. Me0 NW 19 0730:022010 pace 1
r �;.i. ID:EePOUlwOWAO16wSO7vTFdz75cK-UzO42ec4kFigpGONY2 aM_tvepUSnSOPefaxEc FTh R
833. itds 17-BO 24a1 34&11 3Sb13 az-ao
5-M I 52-1
"a
e-q'+s„4�F. . . Scab= 1:72.4
5.00 12 5x5 =
6 7
d
3x4 i
3xa i 5
1.6x4 Q /4
-4x62 J/ \\ 2
3x4 C
8 Us
9
10
12
6x7 =
18 17 16
16 14
_
13 oxi
316 =
3x4 = 4x6 = 3x4 =
3xe = 4x6 =
3x4 — 3x6 =
a0
uo9
f s4-9
luso Za.ea
Sza-13
aao af-ao
1 6oT"1T�
oao
7-ao
IM43
Plate OBset�Y)-
MG310.0-2-81 I6'0-540-2-8111703100-&Sl
LOADING (Psf)
SPACING- 2-"
CSI.
DEFL
in (loc)
War
L/d
PLATES GRIP
TOLL 20.0
Plate Gdp DOL 1.25
TO 0.93
Vert(LL)
-0.20 16
>999
240
MT20 2441190
TOM 7.0
Lumber DOL 1.25
BC 0.42
Vert(CT)
-0.41 16-18
>999
180
BCLL 0.0
Rep Stress Ircr YES
WB 0.77
Horz(CT)
0.13 12
n/a
n1a
BCDL 10.0
Code FBC2017/rP12014
MatdxS
Weight: 227 Ib FT = 10%
LUNMER-
TOP CHORD 2K4 SP No.2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP N0.3
SLIDER Left 2x6 SP No.2 2-11-8, Right 2x6 SP No.2 2-116
REACTIONS. (lb/size) 1=1529N-" (min 0-1-8), 12=1529M-B-0 (hen. 0.1-8)
Max Horz 1=133(LC 8)
Max Upldl=- 0D(LC 8), 12=500(LC 9)
BRACING -
TOP CHORD
Structural wood sheathing directly applied
BOT CHORD
Rigid ceiling d'ireoW applied or 7-M oc bracing.
WEBS
1 Row at mitlpt 6-15
MiTek recommends that Stabilizers and required cress bracing
be insralled during truss erection, in accordance with Shablltzer
Installation rude.
FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (Ile) or less except when shown
TOP CHORD 1-2=J256/1053, 23=-3178/1065, 3-4=50361951, 45--2937/960, 5-6-2355f777,
6-7=-21241765, 7-8=23561777, 8-9=-29371960, 9-10=-3036/951, 1041=-317811086,
11-12=-325611053
SOT CHORD 1-18=-1033/2933, 17-18=-6052618, 16-17--8D512618, 15-16=5042124,
14-15=6722618, 13-14=-6722618, 12-13=-9002933
WEBS 3.18=237266, 5-18=71/428, 516=-64=85, 6-16=4651556. 7-15=4171557,
8-15=64=85, B-13=721427, 10.13=237256
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl.,
GCpF--0.16; MWFRS (envelope); Lumber DOL-1.60 plate gdp 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 bad nonconc ment with any other live loads.
5) Provide mechanical connection (by others) of toss to bearing plate capable of withstanding 500 Ile uplift at joint 1 and 500 Ile uplift at
Joint 12
LOAD CASES) Standard
PE 76A51
o
russ
MgTypeype
y
145?0.MITEK
M
HIP
1
J""
:lob Reference o nal
aWURT I�uYY YaIIPYIOW, DWI 1IW49. 1'L i1Wl IMI: aPD I fIW iV016 S0 VTF 8 Vp Ll NlU M1YICR PIp191C5. pIC rig11VW lD V(NO.yi AIIO Y9
ID:FaPOUIwCWA016wSO7vTFdY15cK•y9aSG_r4YZgXRQba5NprBCBaDkA/OYZtJKUm2y sQ
I-2143 2-53 M927777-04- bo-0 7-07-04 1
Scale -1:77.4
5x8 =
7
3x4 G 4
3
6x7= 18 v to to 14 li 12 5a7=
3x6 = 1.5x4 II axe = 30 = 3x8 = 4x6 = 1.6x4 II 3x5 =
3x4 =
162-0 1 20.7.7 F 28.10-0 I 3&11-2 I ai-0-0 42-611
zr.om-, 7nYe
Plate Offsets 0CY)-
r1:0-3.10.03-01. 17:0-2-8.0.2-71.
f1143.10.03-01
LOADING (psQ
SPACING- 2-0-0
CSL
DEFL
in (loc)
VdeO
IJd
PLATES GRIP
TOLL 20.0
Plate Grp DOL 1.25
TC 0.79
Vert(LL)
0.24 15
-999
240
MT20 244/190
TCOL 7.0
Lumber DOL 1.25
BC 0.83
Vert(OT)
-0.4417-18
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.26
Horz(CT)
0.19 11
n/a
Na
BCDL 10.0
Code FBC2017/fP12014
MatrixS
Weight: 2301b FT = 10%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 -Except- TOP CHORD
Structural wood sheathing directly applied.
T2: 2x4 SP M 31 BOT CHORD
Rigid calling directly applied or 6-1-0 oc bracing.
BOT CHORD 2x4 SP N0.2 WEBS
1 Row at midpt 3-17, 6-14, 9-14
WEBS 2x4 SP No.3
MiTeK recommends that Stabilizers and required cross bracing
SLIDER Left 2x6 SP No.2 3-84. Right 2x6 SP No.2 3-8 4
be installed during truss ereWon, in accordance with Stabilizer
'
Installation uide.
REACTIONS. (lb/size) 1=152910.8-0 (min. 0-1.13), 11=1529A-8-0 (min. 0.1-13)
Max Horz1=118(1-O 9)
Max UpGR1=480(LC 6), 11=480(LC 9)
FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=3275/966, 23=3149/983, 34---25911846, 45=2508/869, 5-0=-2437/904,
6-7=-2279/838, 7-8=2505/867, 8.9=-2591/844, 9.10=31491984, 10-11=-327W(57
BOT CHORD 1-18=-93M2950, 17-18=•9332950, 16-17=512r2291, 15-16=-612rMl, 14-15=6872448,
1344=835/2951, 12-13=8352951, 11-12=-835)2951
WEBS 3-18=04314, 3-17=-7061420, 5-17=-1001462, 5-15=-107/396, 6.14--035/137,
7-14=-1321627, 9.14--707/422, 9-12=01311
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=5Apsf; h=151t; Cat II; Exp C; End.,
GCp1=0.18; MWFRS (envelope); Lumbar 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 lord live load nonoonanent with any other live bads.
6) Provide mechanical connection (by others) of truss to bearing plate mpable of withstardrg 480 1b uplift at joint 1 and 480 lb uplift at
joint 11.
LOADCASE(5) Standard
ENS
PE 76951
fi r
�=15 ;-STATEOF�i I
10
ORID
/8�NAL1E�G?\\\\
�t
Job
re55
rmw rype
riYAH
1452-Ard1TPJ(
A6
HIP
2 1
Job Reference factional
aouman rmss wnpanln, cart tnerce, Fr adasl
m
Scale = 1:71.2
,. 1 517 = 1.5X4 II 5X7 =
3x5 = 1.50 11 416 = 313 = 30 = 1.5x4 It 3X5 =
3x4 = 4x6 =
1h0 dye
1 Tb16 13d0 21-0-0 Ta50 5411-] 4a6-0 dta0
sgia I ssz I T80 I 7-e-0 I�-�1 sal --ado rod
Od-0 Lae
Plate Offsets MY)—
M103100.3.01 r4D-5-40-2-61
r6:0.5.10-2-81,
r9o-3-to
o3-01
LOADING (pst)
SPACING- 2-0-0
CSL
DEFL
In (loc)
Well
L/d
PLATES GRIP
TOLL 20.0
Plate Grip DOL _ 1.25
TO
0.96
Vert(LL)
0.29 13
,>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.79
Ved(CT)
-0.5213-15
>967
180
BOLL 0.0
Rep Stress Incr YES
WB
0.56
H=(GT)
0.19 9
n/a
n/a
BCDL 10.0
Code FB=17/rP12014
Matrix-S
Weight: 223 Ito FT =10%
LUMBER. BRACING -
TOP CHORD 2X4 SP No.2 _ TOP CHORD
Structural wood sheathing directly applied
HOT CHORD 2X4 SP No.2 GOT CHORD
Rigid calling directly applied or 6-2-10 oc bracing.
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 3-4-73, Right2x6 SP No.2 3-0-13
MITek recartrcands that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
installation guide.
REACTIONS. (Iblsize) 1=1528N-.0 8(min. 0-1-13), 9=15281"-0 (rrdn 0.7-13)
Max Ho¢1=-103(LC 9)
Max Uplift1=472(LC 5), 9=472(LC 4)
FORCES. (lb) - Mm Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=3281/1030, 23=-3164/1045, 3-4--2724/963, 45=2855/1104, 5-6=2855/1104,
6-7=2724/963, 7-8=3164/1046, 8.9=3281/1030
BOT CHORD 1-16=-097I2955, 15-16=-8972955, 1415=-7232461, 13-14--7232461, 12-13=7192461,
11-12=-7192461, 10-11=8942955, 9-10=-8942955
WEBS 3-16=0/269, 3-15=563/351, 415=-79/443, 413=-226/644, 5-13=4571348.
6-13=-226/644, 6-11=-79/443, 7-11=-5631352; 7-10=0269
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: /SCE 7.10; Vufl=160mph (3sewrrd gust) Vasd=124mph; TCDL=42pst BCDL=5.Opsf; h=15f-, Cat 11; E(p C; Enct,
GCpi=-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonooncuffert with any other live back.
5) Provide mechanical connection (by others) of truss to bearing plate capable of wthstandirg 472 Ib uplift at joint 1 and 472 lb uplift at
joint 9.
LOAD CASE(S) Standard
PE 76p51 %,
STAT FUF'/ p� Z�- !
Seale= 1'.71.3
job ee
NSa yp0
y
RyAR
146bXMIMX , A6
NIP
2 1
Job Reference o ' na
6X5 =
--
_ 3%4_ _ 3X6 _ _ _ 30 _ _ _ 6x5
-- "' 16 15 14 "' ' —
3X5 = 1.5X4 II 3X9 = 4X5 = 3X4 = 416 = 3x8 = 1.5X4 II 3x5 =
1+a
1 !V4 11-Se 51-00 aOAe 3511-3 4a8-0 6t41-0
is 'I—�a—I 3s3 I 9so I aao 1 SSz ( da1r46 0 >-0-1
oac
Rate Offsets My)—
f1'.0-i-100.3.01 M.0-1-14Edaetf l'.0-3-100-3-01 11114-3Edaet
LOADING (pef)
SPACING- 2-0-0
CSI.
OEFL
in (loo)
gdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.59
Vert(LL)
0.31 15
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.45
Vert(CT)
-0.5613-15
>879
180
BOLL 0.0
Rep Stress Ina YES
WE 1.00
Horz(CT)
0.15 11
n/a
n/a
BCDL 10.0
Code FBC2017/rPf2014
Matrbr-S
Weight: 218 Ito _ FT = 10-A
LUNBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-9.3 oc pudins.
BOT CHORD 2X4 SP M 31 BOT CHORD
Rigkl ceiling drectly applied or 7d7 an bracing.
WEBS ZA SP No.3
SLIDER Left 2x6 SP No.2 2-105, Right 2x6 SP No.2 2-105
MTek recommends that Stabilizers and required cross bmctng
be installed during truss erection, in accordance with Stabilizer
Installationulde.
REACTIONS. Qb/sae) 1=7529A$-0 (min. 0.1-e), 11=152910.8-0 (min. 0-1$)
Max Hom 1=88(LC 10)
Max Uplift1=497(1_C 5), ll=-497(LC 4)
FORCES. QIJ) - Max. Comp./Max. Tenn. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=3301/1099, 2-3=3248/1113, 3-4=-2888/1051, 4-5=-2638/1010, 54=-3280/1257,
6-7=3280/1257, 7-8= 263B/1010, E-9=-2888/1051, 940=-3248/1113, 10.11=3301/1099
SOT CHORD 1-18=-9652974, 17-08=-9652974, 16-17=-1117/3216, 15-16=-111713216,
14-15=1115/3216, 13-14--1115/3218, 12-13=-9612974, 11-12=9612974
WEBS 3.17=-403292, 4-17=-208/782, 5-17=$401361, 7-13=$40/361, 8-13=-2081782,
9-13=-403/292
-
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasrk124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15f1; Cat II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord five load noncon urrerd with any other live bads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 to uplift at joint 1 and 497 lb uplift at
joint 11.
LOAD CASE(S) Standard
f PE 76Q51
russ, „
Ns Ype
y
RYAN
�ty
'+,
1: MREK
AB'�`zT >i'F1,
SPECIAL
1 1
Job Reference (optional
.E xf 5.00 12
yM T
3x4 = 5x5 =
6 7
n
5x5= 1t 7x8s
30 =
8 9 7 4 J2
.1mminalml
:
21 20 - 19 18 17 16 15U5
3x5 = 5x5 = 5%6 = Us = as = 5x5 =
t+o
4aos
70 1sa1a
zW-
naz
xeo
4oao
41.sa
I
I
s-ea
t
s 14
o4a
ao
Plate Offsets (X,Y)—
[3:0.2-0,0-d-qe], g2 ], [5:0-0-3,030-1 [7:0.2-8,03-0], [9:05-13,03-0], [12:0-2-12,Edge], [1540-11,0-1-10], [78:0.2-8,0.2-4I. I17:0-2-0,C
20:0- -8,0
r1s.o-z-9.aa4t tzo:az-eo:zat rzty-a110-1-to)
LOADING (psi)
SPACING- 2-0-0
CSL
OEFL
in (hoc)
[Well
L/d
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO OmVert(LL)
0.58 18
>819
240
hfr20
2441190-
TCDL 7.0
Lumber DOL 1.25
BC 0.99
Vert(CT)
-0.90 18-19
>522
180
BOLL 0.0
Rep Stress Ina YES
WB 0.78
H=(CT)
0.15 15
n/a
n/a
BCDL 10.0
Code FBC2017lrP12014
MatrixS
Weight: 226 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 `acept•
T2,T4: 2x4 SP No.3
GOT CHORD 2x4 SP No.2
WEBS 2x4 SP N0.3
REACTIONS. (Ib/size) 21=1554A-8-0 (min. 0-1-13), 15=1554/0.8-0 (min. 0.1-13)
Max Horz21=81(LC 8)
Max Uplift21=-626(LC 8), 15-485(LC 4)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purims.
SOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
JOINTS
1 Brace at Jt(s): 10
MTek recommends that Stabilizers and required cross bracing
beinstalled during truss erection, in accordance with Stabilizer
installation guide.
FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=470210, 2-3=-2779/1103, 3-5=3806/1587, 5-6=4046F1672, 6-7=-4569/1841,
7-8=4569MS41, 8-9=-4024/1556, 9-10=-3784/1477, 10-12=378411477, 12-13=-2768f946,
13-14=-489/190, 34= 261/119, 11-12=-295/140, 9-11=-290/126
SOT CHORD 1-21=-235/489, 20-21=316/489, 19-20=-10102522, 18-19=-159714048,
17-18=1481/4024, 10-17=-8172509, 15-16=-217/512, 14-15=-217/512
WEBS 2-21=-13971669, 2-20=-6872036, 3-19=-076/1700, 6.19=-6131364, 6-18=219/577,
7-18=-377285, 8-16=315f704, 8.17=-637/393, 12-17=-741/1755, 13-16=-M2001,
13-15=-14017543
NOTES-
1) Unbalanced roof live loads have been considered for this deslgm
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Cpsf; h=-15ft; Cat II; Exp C; Encl.,
GCpT--0.18; MWFRS (envelope); Lumber OOL=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 nonconcuffent with any other live Toads,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 626 lb uplift at joint 21 and 485 lb uplift
at joint 15.
6) Graphical purfin representation does not depict the size a the orientation of the puffin along the top and/or bottom chord
LOAD CASE(S) Standard
or
PE 76p51 r,
TJAT
/,,/FSg10N'AL,�NG \���
�ob ms7^
o.
rus lype
7
RYAN
115b0.MRIX A]
HIP
2 1
-,-=
Job Reference (aotbnall
der S.M. Tmz, C pWft Fran Plaits. U9511
Y
rR
��
y..•:c-
5-bi/ 1�: 91i-0
- 17-2.9
5X7
'j"'V
5.00 12
3x8= 3X4= U7=
a::_ 7 T 8
Seals - 1:71.2
..............
IN
'aAm'
9d _- -_ i9d
5X7= 17 76 15 14 13 12 5X7=
US = 3x4 = 4xa = US = 3x4 = 416 = 30 = US =
id-0 4b00
1 644 TWO ]4&7 03d5 de4W 11Ae
t azo I sae -i r-a�a ICI a o�
,.•" ran
Plate Offsets (XYI—
f1D31003-01 14:0b-40-2-81
I8:O5-40-2-81
111:031003-01
f15:0-2-80-1-81
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL
in (too)
Idefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1,25
TC
0.56
Vert(LL)
0.3814-15
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.42
Vert(CT)
-0.6414-15
>772
180
BCLL 0.0
Rep Stress Incr
YES
WE
0.77
Horz(Cf)
0.15 11
n/a
n/a
BCDL 10.0
Code FBC2017/iP12014
MatrixS
Weight 212 Ib FT =10%
LUNBER-
TOP CHORD 2x4 SP No.2-ExcepP
T2,T3: 2x4 SP M 31
SOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No-2 23A, Right ac6 SP No,2 23-8
REACTIONS. (lb/sae) 1=1529A-8-0 (Mn. 0.1-8), 11=1529/08-0 (Mn. 0-1-8)
Max Ham 1=73(LC 9)
Max Uplfft1=-523(LC 5), 11=523(LC 4)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3.0-14 0o purtins.
SOT CHORD
Rigid Selling directly applied or 6-rMl oc bracing.
WEBS
1 Row at midpt 7-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erectioR in accordance with Stabilizer
Installation guide,
FORCES. (Ib) - Max. CompdMax. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 1.2-3273H2O4, 2-3=3219H211, 3-4=3046/1137, 45=3899/1574, 56=3699/1574,
&7=-3899/1574, 7-8=3900/1575, 8-9--3046/1136, 9-10=3219/1211, 10-11=327311204
BOT CHORD 1-17=-10572940, 16-17=-9372793, 15.16=-9372793, 14-15=-1429/3900,
13-14--9342793, 12-13=9342793, 11-12=-105412940
WEBS 3-17=-176264, 4-17--14r368, 4-15=559/1341, 5-16=-4341329, 7.14=4741330,
8-14=-56011342, 8-12=-141368, 9-12=-176264
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=4.2psf; BCDL=S.OpsF tr=15ft; Cat II; Fxp C; End.,
GCpl=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 pal bottom chord five load noncencunent with any other live loads.
5) Provlde mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at Joint 1 and 523 lb uplift at
Joint 11.
LOAD CASE(S) Standard
PE 76p51 j� T
xr V - STATtrot--j p�
)_ q
6
"e
NSS
MSS Type
RYAN
1452A;MREK
-{
ABG 'HIP
1
2
'
Jab Reference o ma
' 5.00 12
Zola
-r
fSa�Pw4r
T?,Ji�
figi'{''+
6x7r ` 1.64'_113x8= 4x8.= t.6z4_11 30= 6,7=
3, 4 5 6 .1, ',1 8 9
to
Scale= 1:712
21 20 19 18 17 16 75 14 13call 3XS
12
3z5 - 5x5 = 1.5x4 11 3x8 = 3x5 = 5x5 =
- 3x8 M185N3= -
318= 5x6 WB=
Mi.]
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL
in (icc) War L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.91
Vert(LL)
0.6016-17 >787 240
MT20
244M90
TCOL 7.0
Lumber DOL 1.25
BC
0.51
Vert(CT)
-0.8316-17 >568 180
M18SHS
2441190
BCLL 0.0
Rep Stress Incr NO
WB
0.80
Horz(CT)
0-12 12 We n/a
BCDL 10.0
Code FBC2017/rP12014
MatrixS
Weight 432 Ib
FT = 10%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD Structural wood sheathing directly applied
BOT CHORD 20 SP M 31
BOT CHORD Rigid ceNf® directly applied or 8-2-0 oc bracing,
WEBS 20 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 21=2852/0$O (min. G-1-8), 12=285210A-0
(min. 0-")
Max Hom 21=57(LC 8)
Max Upl=1=1298(1-C 5), 12=-1298(LC 4)
FORCES. (Ib) - Max. CompJMa Ten - All forces 250 (ib) or less except when shown.
TOP CHORD 1-2=-784/353, 23=54342601, 3-22=-774413791, 22-23=7743f3791, 4-23>774313791,
4-24=-7743/3791, 24-25=-7743f3791, 25-26=-7743/3791, 5-26=774313791,
5-27=9097/4437, 6-27=9097/4437, 6-28=3097/4437, 7-28=-9097/4437,
7.29=9097/4437, 2930=-9097/4437, 3031=-9097/4437, 6-31�9097/4437,
832-7754/3797, 3233=-7755/3797, 933=7755f3797, 9-10=•54322600,
10-11=7671359
BOT CHORD 1-21=3581/66, 20-21=426f/66, 2034-2311MQ, 34-35=-2311/4943,
1935=2311/4943, 1936=-4335/9118, 1836=4335/9116, 1837--4335/0118,
3738=4335/9ll8, 1738=-4335/9118, 17-39=-4335/9118, 39-40=-433519118,
40-01=4335t8118, 16-01=-4335/9118, 16-02=3682f7754, 42.43=36821T754,
15.43=-36821/754, 15-04--3682(/754, 14.44=3682/7754, 14-45=-2307/4941,
45-46=-2307/4941, 13-46---2307/4941, 12-13=374/770, 11A2=3741/70
WEBS 2-21=-2569/1274, 2-20=-199014224, 3-19=-157813274, 4-19=572/500, 6-19=-16151767,
5.17=01430, 7-16=-5531491, 8-16=-745/1578, 8-14--1388/886, 9-14=1587/3289,
10-13=-1987/4219, 10.12=-256711273
NOTES-
1) 2-Ay truss to be connected together with 10d (0.131'ka) hers as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 20-2 2 :4 -1 row at 0-9-0 oc, member 203 2x4 -1 rev at 0-9-0
oc, member 193 2x4 - 1 raw at 05-0 oc, member 4.19 2x4 -1 row at 0-9-0 oc, member 195 20 -1 row at 0-9-0 oc, member 5-17
2x4 -1 row at 0-9-0 oc, member 165 2x4 -1 row at 0-9-0 ce, member 7-16 2x4 -1 new at 0.9-0 sic, member 16-8 2x4 -1 row at
0-9-0 oc, member 8-14 2x4. 1 rev at 080 oc, member 14.9 2x4 -1 row at 0-94 oc, member 13-9 2x4 -1 row at 0-9-0 co, member
1 2) All loads are consideredqualy applied to all pries, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply t�\\\\\ M - BL //Z
ply oonnectios have been provided to cistribute only loads noted as (F) or (B), unless otherwise indicated
3) Unbalanced root live loads have been eosldered for this design. \�N
4) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=-15fk Cat 11; Exp C; Encl.,
GCpi=0.18; MWF2RS (envelope); Lumber OOL=1.60 plate grip DOL=1.60 _� PE 76p51 Z
Continued on page
'STATET)F-�/Q�
ORIOi
a
• e,,•:a UMM TMW Ctmpanic, Rvt Flame, R 34551
'NOTES .-...,...
5) Provide adequate drainage to phverit water pot
„t. 6) All plates are MT20 plates ass ottrerwise Ind
7) This truss has been designed for a 10.0 psf bog
8) Provide mechanical connection (by others), of tru
9) Hanger(s) or other connection device(S) shall be
9-6-12 94 lb doom and 139 lb up at `115-12, 94
and 139 tb up at 19.6-12, 94 lb down and 139It
2654, 94 lb down and 139 lb up at_28-54, 9-4
chord, and 252-lb down and -1231b up at-75-0,
down at 19.6-12 70 lb down at,21.0-0, 70 lb dr
32-54, and 252 lb down and 123 Ib'up at 345
doo Iruss
NSS ypeQty
FlyRYAN
145z"ITEK ABG
HIP•.
1 2
Job Reference o I
Mar 9.200s Hav 3a 2017P taMM a Od 21=8 M0 tPd�slnas, Inc. Mm No+19 alOeA7201a Pa 2
c++yy IO:EaPDUIwCWAO16W$07vTFdz95cKgwgz6MgD7n=UILIKb INmog9dL28uxlivpyHhsM
led:
i.chord live load nonconcurrent with any other five loads.
to hearing plate capable of withstanding 1298 Ili upin at joint 21 and 1298 Ib uplift at joint 12
ovided sufficient to support concentrated load(s) 176 lb down and 238 lb up at 741-0, 94 lb down and 139 lb up at
d6Wnand 139 lb up at 13-612 94 lb down and 139 lb up at 16-6-12. 94 lb down and 139 lb up al 17-6.12, 94 lb down
peat 21-0-0, 94 lb down and 139 th up at 2254, 94 lb down and 139 lb up at 24-54, 94 lb down and 139 lb up at
sown and 139 lb up at 30-5-4, and 94 It, dawn and 139 lb up at 325-A and 176 lb down and 238 Ib up at 34-6-0 on top
lb down at-9.&12,, 70-lb downat-115.12,-70 lb -down at- -13812-70 lb down-at-16-6.12-70.lb down at-17-6.12,-7O-Ib-
t a1a,2254, 70 lb dawn at 245.4, 70 It, down at 26-64, 70 Ib down at 285.6darn -4, 70 lb down at 304, and 70 tb at
on tiattom chord. The deslgntseledion of such connection device(s) Is the responsibility of others.
LOAD CASE($) Standard
1) Dead + Roo(jhe (balanced): Wmber Increase=1.25, Plate Increase=1.25
Unlfofnf Loa s (piq
Vert: 13=54, 3-9=-54, 9-11=54, 1-11=20
-Concentrated Loads Qb)
Vert 3=-129(8) 6=94(3) 9=129(B) 20=252(13) 13=252(13) 22=94(B) 23=-94(8) 24=-94(8) 25-94(8) 26=-94(B) 27=-94(8) 29=94(13) 29=34(B) 3D=94(8)
31=-94(9) 32=94(B) 33=54(B) 34=47(8) 35=47(B) 36=47(13) 37=-47(B) 38=47(B) 39=-47(B)-40=47(B) 41=47(B) 42=47(B) 43=47(8) 44=-47(B) 45=47(B)
46=-47(B)
PE 76Q51 fi
:-:UV- " STATE'0F'J 4Z
a
Job
Truss
IMM IYPG
RYAN
1452-A-MMFK
of
COMMON
1MY
1 1
_
Job Reference fontionalt
3
3
Scale = 1.14.4
Ii
LOADING (psf)
SPACING-
241-0
CSL
DEFL in
(loc) IldeO L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.70
Vert(LL) -0.12
1-9 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL
I
1.25
BC 0.66
I
Vert(CT) -0,25
I
1-9 >968 180
I
BCLL 0.0
Rep Stress kcr
YES
WB 0.17
Horz(CT) 0.04
,
6 n1a n/a
BCDL 10.0
Coda FBC2017/rP12014
Matm(-S
Weight: 96 Ito FT = 10%
LUMER-
BRACING.
TOP CHORD 20 SP No.2
TOP CHORD
Strucbxal wood sheathing directly applied or 44-0 no purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 8-85 oc bracing.
WEBS 20 SP No.3
recommends recoends that Stabilizers and required cross bracing
WEDGE
be installed during truss erection, in accordance with Stabilizer
Left 2x6 SPNo.2
ER
Installation uide.
SLID Right 2x6 SP No.2 2-9-10
REACTIONS. (lb/size) 6=74010-M (mim.0-1-8), 1=74010A-0 (min. 0-1-8)
Max Horz1=-81(LC 9)
Max UpliR6=-252(LC 9), 1=-258(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - Ali forces 250 (to) or less except when shown.
TOP CHORD 1-2=13811484, 23=-1206/440, 3-4=-1121/405, 4-5=-1215/442, 55=-1274/428
BOT CHORD 1-9=-457/1224, &Y 204/837, 7-8=-21)4/837, 6-7=-319AM
WEBS 2-9=-29=72, 3-9=182/449, 3-7=-139/329
NOTES-
1) Unbalanced roof INe loads have been considered for this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vas&124mph; TCDL=4.2psf; BCDL=S.Opsf; t--15ft: Cat 11; Fxp C; Encl.,
GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psr bottom chord live load nonconcunent with arty other live loads.
4) Provide meovm1cal connection (by others) of truss to bearing plate capable of withdandlrg 252 Ito uplift at joint 6 and 258 Ito uplift at
joint 1.
LOAD CASE(S) Standard
(� PE76 51
Ia:EePWIW VVAUl6 UN IaLK Ml Ng4gWKSl8MlNPrrineM
s7n` taao
lo-e-a lsl-r zaao -
FO-B-O 0-6-e 3l47 `r25 �
Scale = 1:36.6
i* r
IF
5x5 = 3X4 =
5
,.. _
3 '4
1-041 . 7-11_13 ind 'JM.e
1- 0
6-11-13
1
5.4-5
16-11-14
Plate Offsets
(YY)-- f1:0-0-0,1-3-21, f"A-U,04-21
f3D-2-00-2-111
f4:0-2-80301
15:0-2-00-2-111f8:0440-0-51
LOADING (psf)
SPACING- 2-0-0
OSL
DEFL
in
(loc)
War
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.70
Ved(LL)
-0.12
1-11
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.66
Vert(CT)
-0.25
1-11
>950
180
BCLL 0.0
Rep Stress Incr YES
WS
0.17
H.'(CT)
0.03
8
Na
Na
BCOL 10.0
Code FBC2017/TP12014
MatrixS
Weight 95 Ito
FT = 10%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins.
BOT CHORD 2X4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing.
WEBS Zx4 SP N0.3 MRek recommends that Stabilizers and required Dross bracing
WEDGE be brstalled during truss erection, in accordance with Stabilizer
Left 2x6 SP No.2 Installation aide.
SLIDER Right 2x6 SP No.2 2-9-10
REACTIONS. (Iotsize) 8=740/0-8.0 (min 0-1-8), 1=740A-" (min. 0-1-8)
Max Hort1=76(LC 9)
Meet Uplift8--247(LC 9), 1=253(LC 8)
FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 0b) or less except when shown.
TOP CHORD 1.2=-1373M68, 23=-1204/424, 56=-11201391, r.7=-1211/427, 7-8=-1268/413,
3-4=1066/416, 4-5=9951389
BOT CHORD 1-11=435/1215, 10-11=-192(839, 9-10=192I839, 8.9=305M088
WEBS 2-11=268258, 4-11=-172/436, 4-9=-131P317
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=S.OpsF h-15ft; Cat II; Ei(p C; Encl.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60. plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This hiss has been designed for a 10A pat bottom chord live load nonccncurerd with are/ other five loads.
5) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at Joint 8 and 253 lb uplift at
joird 1.
LOAD CASE(S) Standard
PE 76p51
iPr 'S��TATFOF /jr
Scale = 1:34.2
40 =
5x7 =
'
7-0-0 1 & o I 134-0 I 2e4-0
f.o.o Imo 54-a 7-0-0
Plate Offsets (XY)-
f1:0-0-01321 f1;D-14401-21 f2:0440.241
f3.,0-5-40-2-81
f4�0-2.80-0-21
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO
0.95
Vert(LL)
.0.13
1-7
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL - 1.25
BC
0.80
Vert(CT)
-0.28
1-7
>852
180
BCLL 0.0
Rep Stress Inor YES
WB
0.10
H=(CT)
0.04
4
nla
n/a
BCOL 10.0
Code FBC20171TPI2014
Matrix-S
Weight: 91 Ito FT = 10%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2'ExcepH - TOP CHORD Structural wood sheathing directly applied
T3: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" so bracing.
BOT CHORD 2x4 SP No.2 Mffek rewmmends that Stabilizer; and required am bracing
WEBS D(4 SP No.3 be installed during truss erection, in accordance with Stabilizer
WEDGE Installation uide.
Left 2x6 SP No.2, Right: 2x4 SP No.3
REACTIONS. (lb/sae) 4-740IG-M (min. 0-1-8), 1=740A-8-0 (min. 0-1-8)
Max Hom 1=61(LC 8)
Max Uplift4-228(LC 9), 1=-235(LC 8)
FORCES. 0b) - Max. Comp./Max. Ten - Al forces 250 (lb) or less except when shown.
TOP CHORD 1-2=1294/395, 2-3=-1118/408, 3-4=-1228/380
BOT CHORD 1-7=-290(1112, 6-7=-270/1061, 5-6=270/1061, 4b--273M056
WEBS 2-7=0/262
NOTES•
1) Unbalanced mof five loads have been considered for this design.
2) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vaa&124mph;-TCDL=4.2pst; BCDL=S.Opsf; h--15tt; Cat II; Exp C; End,
GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonwnourrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 4 and 235 lb uplift at
joird 1.
LOAD CASE(S) Standard
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men cuss vcmVeum, ran new, nw»t^
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40
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10 9 8
3x4= - 1x411
3x8 =
LOADING (pat)
SPACING-
2-0-0
CSI.
DEFL
In
(loc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.52
Ven(LL)
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9
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.60
Vert(CT)
-0.21
9.11
>999
190
BCLL 0.0
Rep Stress Incr
NO
WE 0.26
Hcrz(CT)
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7
n/a
We
BCOL 10.0
Code FBC20177rP12014
MatrixS
LUN®ER- BRACING-
Seale -135.6
6 40 a
d
A
7
to
3x4 =
5x5 =
PLATES GRIP
Mr20 2441190
Weight 103 lb FT = 10%
TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-13 cc bracing.
WEBS 2z4 SP N0.3 MTek remmmands that Stabilizers and required crass bracing
SLIDER Left 2x6 SP No.2 2-10-12, Right 2.z6 SP NO2 2-10-12 be Installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=1109A5-0 (min 0-1-8), 7=110910E-0 (min. 0-1-8)
Max Hom 1=46(LC 9)
Max Uplftl=541(LC 8). 7=541(LC 9)
FORCES. (lb) - Max. CompJMax. Ten - All forces 260 Qb) or less except when sb wvn.
TOP CHORD 1-2=-2284/1147, 23=2=1`1160, 3-12=280111401, 12-13=-26OW1400, 413=260011400,
4-14=26Wtl400, 1415=-2600/1400, 5-15=-2601/1401, 5-6=2213H160,
6-7=228411147
BOT CHORD 1-11=-10042041, 11-16=-10052055, 10-16=-10052055, 9-10=-10052055,
9-17=10042055, 17-18=-1004/2055, 8-18=-10042055, 7-8=-10032041
WEBS 311=28M42, 3-9=347/683, 49=-453/404, 59=3471683, 5-6=29/341
NOTES.
1) Unbalanced roof We loads have been considered for this design.
2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h-151k Cat 11; Exp C; End.,
GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding
4) This toss 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 toss to bearing plate capable of withstanding 541 to uplift at joint 1 and 541 th uplift at
joint 7.
6) Hanger(s) or other connection device(s) shall be provided wM.Ient to support concentrated foad(s) 121 lb down and 169 lb up at
6-0-0. 57 lb down and 107 Ito up at 8-0.12, 57 it, down and 107 lb up at 10-0-12, 57 Ito down and 107 Ito up at 1134, and 57 to
down and 107 lb up at 1334, and 121 to down and 169 Ito up at 164-0 on top chord, and 106 lb dawn and 100 lb up at 6-0.0, 41
to down at 8-0-12, 41 Ito down at 10-042, 41 lb dawn at 1134, and 41 lb down at 13-4, and 106 to down and 100 Ito up at
1534 on bottom chord The deslgn/selecdon 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).
LOADCASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
�'��
UniformLoads13=-54, 35=-54, 5-7=54, 1-7=20 -
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LOAD CASE(B)SEAS):Slandard,
Concentrated loads (lb) Fr--k,�}pa'-.•:.:``�'�
-;.,Vert'. 3=-74(8) 6=74(B) 10-27(13) 11=-106(13) 6=-006(B) 1Y--55(B) 13=55(B) 14=55(B) 15=-55(B) 16=27(B) 17=-27(B) 18=27(B)
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S7-t4 9-0-0I 17-0-0 ,
Seale = 1:28.3
4x4 =
Ii
LOADING 44 I SPACING- 2-0-0 I CSL I DEFL in (loc) Well Ud I PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.17 1-6 >999 240 MT20 244/190
TODL 7.0 Lumber DOL 1.25 SC D.73 Ved(CT) -0.35 1-6 >558 180
BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(OT) 0.02 5 n/a n1a
BCDL 10.0 Code FBC2017frP12014 Matrbr-5 Weight: 67 lb FT = 10%
LUMBER- BRACING -
TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 4312 oc pudins,
130T CHORD 2(4 SP No.2 except end verticals.
WEBS 2K4 SP No.3 -Except- BOT CHORD Rigid ceiling drectly applied or 95-14 oc bracing.
W3: 2x6 SP No.2 M7ek recommends that Stabilizers and required cross bracing
WEDGE be installed during truss erection, in aocordanoe with Stabilizer
Left: 2x6-SP No.2 Installation guide.
REACTIONS. Qb/size) 5=608nM (min 0-1-8), 1=608M-8-0 (min 0-1-8)
Max Horz1=86(LC 8)
Max UpIiR5=206(LC 9), 1=-213(LC 8)
FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-1054/388, 2-3=-814280, 3-4-866254, 45=530246
SOT CHORD 1-7=-377/928, 6-7=-377r928, 55=-17lf717
WEBS 2-6=-303248, 35=45/409
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Winced: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15f; Cat II; Exp C, Enct.
GCpt=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 live load nonconartent with any other line loads.
4) Provide mechanical connection (by others) of hues ta bearing plate capable of withstanding 206 lb uplift at Joint 5 and 213 Ib uplift at
)olm 1.
LOAD CASE(S) Standard
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Job Reference (optional)
i:a .1,. yaMJ�am.TMs Vc�grnOWN., Fat Race, Ft xsat
57-14
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3
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fi
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Plate Offsets MY)—
lt'0-M 1321 11'0-1-140-0-21 P:0-2-00-2-111,
15'0-2-00-2-111
I6:0-4-40-2-01
LOADING (pst)
SPACING- 2.0-0
CSL
DEFL in
(loc)
Vdefl
Lid
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC
0.59
Vert(LL) -0.17
1.8
>999
240
UT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.72
Vert(CT) -0.36
1-8
>541
180
BCLL 0.0
Rep Stress Irmr YES
WB
0.15
Horz(CT) 0.02
7
n/a
n/a
BCOL %0
Code FBC20171TP12014
Matrix-S
Welght 67 lb
FT = 10%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 20 SP No.3'Eucept• BOT CHORD
W3: 2x6 AP No.2
WEDGE
Left 2x6 SP No.2
REACTIONS. (lb/s'¢e) 7=60810-8.0 (min. 0.1-8), 1=608/0-8-0 (min. 04-8)
Max Horz1=78(LC 8)
Max Uplift7=197(LC 9), 1=-205(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=1D411362, 2-3=828264, 5-6-889242, 6-7=-526235, 3.4=-744273,
4-5=-7441273
SOT CHORD 1.9=-346/91A 8.9=-346514, 7.8-1641144
WEBS 2-8=-281219, 4.8=-281398
Structural wood sheathing directly applied or 5.0.2 oc purlins,
except end verticals.
Rigid ceiling drectly applied or 9-10-14 oc bracing.
MTek recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stabilizer
Installation guide.
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; SCDLaZ.Opsf; h=15% Cat II; Exp C; Encl.,
GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DGL=1.60
3) Provide adequate drainage to prevent water porxgng.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanc ing 197 lb uplift at Joint 7 and 205 lb uplift at
Joint 1.
LOAD CASE(S) Standard
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N
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4x4 =
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isa n asr —
Seale= 1.29.9
LOADING (A
TCLL 20.0
TCDL 7.0
13CLL 0.0
BCDL 10.0
SPACING- 2.0.0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Inor NO
Code FBC2017ITP12014
CSL
TO 0.78
BC 0.55
WB 0.11
Matrix-S
DEFL in
Vert(LL) 0.21
Vert(CT) -0.31
Horz(CT) 0.02
(loc) Well Ltd
8-10 >892 240
e-10 >602 180
7 Na Na
PLATES GRIP
MT20 2441190
Weight 72 Ile FT = 10%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 -Except TOP CHORD
Structural wood sheathing directly applied or 3-7-9 oo purlins.
T2: 2x4 SP M 31 BOT CHORD
Rigid ceiling directly applied or 9-6-11 oc bracing.
BOT CHORD Zx4 SP M 31
MTek recommends thatStabOizers and required cross bracing
WEBS Z A SP No.3
be Installed during huss erection, in accordance with Stabilizer
Installation ouide.
REACTIONS. (Ibtsize) 11--928M-M (min. 0-1-8), 7=92810-8.0 (min. 0-1-e)
Max Horz 11=48(LC 8)
Max Uplift 1=-462(LC 8), 7=-462(LC 9)
FORCES. Qb) - Max. Comp./Max Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=11981606, 2J=-1356f721, 3-12=1192l683, 12-13=1192M3, 4-13=-119Z,6W,
45=135SR20, 55=11981606
BOT CHORD 1-11=-592(1184, 10-11=-60611184, 9-10=60411192, 9-14-5041`1192, 8.14--504M192,
7-6=592M 184. 6-7=592/1184
WEBS 2-11=-4631318, 3-10=0285, 45=0284, 5.7=-4631318
NOTES.
1) Unbalanced mot Me loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst. BCDL�5.0psf; h=15ft; Cat 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This toss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 462 Ile uplift at Joint 11 and 462 to uplift
at joint 7.
6) Hargegs) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 169 lb up at
6-041, 55 to down and 107 to up at 8.0.12, and 55 to down and 107 It, up at 0-114, and 121 Ile down and 169 Ile up at 12.0.0 an
top chord, and 106 Ile down and 100 lb up at 6-0-0,.41 Ib dawn at 8-0-12, and 41 lb dawn at 9-11-4, and 106 lb down and 100 to up
at 11-11-4 on bottom chord. The desigNselection 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 (2).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25
Uniform Loads (plq
Vert 1-3=-54, 3-4-54, 4-6=54, 1-6=20 11{ f I/
Concentrated Loads Qb)
Vert 3=74(F) 4--74(F) 9=27(F) 10=106(F) 8--106(F)12=55(F) 13=55(F) 14=-27(F) \\\\N\ 4 M. B(�_ /Z
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Job Reference (optional)
, . 11
NSS CanPMM, Faace, FL 34851
ID EaPOUIv)CWA016WSO7vTFdz?ScK-Buds93WNKyGOan 789xm5dmhrwW6t. 5wbcD7Tat HhsH
5-6.6 1 B-0-S
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T
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t-ad aa-n as-e z-atd t
Plate Offsets (X�—
_(29.0$0-1-021. 17:04-101-&el p'0-0-00-L721
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL
in
(loc)
VdeO
Lfd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(L-)
-0.07
6-7
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.35
Ved(CT)
-0.09
6-7
>834
180
BCLL 0.0
Rep.Stress Ina NO
WB 0.06
Hoa(Cf)
-0.02
4
nla
nfa
SCDL 10.0
Code FBC2017fFP12014
Matrb(-P
Weight: 30 to FT =10%
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP N0.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (gYsize) 4-83fMechanical, 5=10811VIechanical, 7=25410-11-5 (mIn- 0-1-8)
Max Ham 7--123(LC 4)
Max UpIM4=59(LC 4), 5=57(1-C 4), 7=-166(LC 20)
Max Gmv4=95(LC 17), 5=108(LC 1). 7--254(LC 1)
FORCES. (Ib) - Max. Comp./Ma Ten. - All forces 250 (Ib) or less except when shown.
Structural wood sheathing directly applied or 6-0-0 0o purlins
Rigid ceiling directly applied or10-M oc bracing.
Mffek recommends that Stabilizers and required cross bracing
be Installed during truss erection, In accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; VuIH60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat It; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This toss has been designed for a 10.0 psf bottom chord five load nonconament with arry other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 59 b uplift at joint 4, 57 to uplift at joint 5
and 166 to uplift at joint 7.
5) Harger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 Ito down and 110 to up at
2-11-0, 30 Ib down and 110 to up at 2.11-0, and 26 Ib down and 52 to up at 5-8-15, and 26 lb down and 52 lb up at 641-15 on top
chord, and 71 lb up at 2-11.0, 71 to up at 2-11.0, and 5 Ib darn and 2 to up at 5-8-15, and 5 b down and 2 Ito 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, leads 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=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert: 14-54, 15=•20
Concentrated Loads qb)
Vert: 8=72(F=36, 8=36) 10=94(F=47, B=47) 11=3(F=2, B-2)
=a ; STATErot�—; I
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2 1
Job Reference o mar
iGINC111 INA IiO1QdNP3, DWI YIQ®, YL 59tl>l ` �'!
M
YM t
a .:.•1rp
I1-&1464-7 10-5-12 12
1-0-0 MIN I ass 1 d.t.a 165-1
Plate Offsets MY)-
r2:0.68.0-1-121. 12:0-1-71-7-141 (6A-600-1-121
LOADING (psf)
SPACING 240-0
CSL
DEFL
in
(loo)
VdeB
Ud
PLATES GRIP
TCLL 20.0
Plate Grlp DOL 1.25
TO 0.45
Vert(LL)
-0.04
6-7
>999
240
MT20 244M90
TCDL 7.0
Lumber DOL 1.25
BC 0.43
Vert(CT)
-0.08
6-7
>999
180
BCLL 0.0
Rep Stress Ina NO
WE 0.16
Horz(CT)
-0.03
4
n1a
rda
BCDL 10.0
Code FBC2017rFP12014
Matrb(S
Weight: 41 Ile FT = 10%
LUNBER-
TOP CHORD ZO SP Not
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
SOT CHORD
REACTIONS. (lb/size) 4-1111Mechanlcal, 5=234/Mechanice), 8=48110-11-5 (min. 0-16)
Max Hom 8=153(LC 4)
Max Uplift4=-94(LO 4), 5=104(LC 4), 8=•186(LC 4)
FORCES. (Ib) - Max. Comp./Max. Ten - An forces 250 Ob) or less except when shown.
TOP CHORD 1-2=-3811115, 2-9=-4431159, 3-9=-394(169
BOf CHORD 1-8=-1081d83, 8-11=-24g/383, 7-11--2491383, 7-12=-249/383, 8-12=2491383
WEBS 2-8=-3D3/190, 36=-431281
Structural wood sheathing directly applied or M-0 on purlins.
Rigid ceiling directly applied or 10-0-0 no bracing.
MFrpk recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES.
1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; SCDL=5.0psf; h=15fk Cat 11; Exp C; Encl.,
GCpF0.18; MWFRS (envelope); Lumber DCL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearirg plate capable of withstanding 94 Ito uplift at joint 4,104 lb upfift at joint
5 and 186 lb uplift at joint 8.
5) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at
5.0-7, 23 He down and 38 He up at 5-0-7, and 51 lb down and 93 He up at 7-1 M. and 51 lb down and 93 Ib up at 7.106 on top
chord, and 4 lb up at 5-0-7, 4 lb, up at 5.0.7, and 21 lb dawn at 7-106, and 21 lb down at 7-106 on bottom chord. The
desladselection of such connection devices) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (4
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Immase=1.25, plate Increase=1.25
Uniform Loads (pif)
Vert: 1.4=54, 15=-20
Concentrated Loads (lb)
Vert: 10=39(17=49, D-19) 11=7(F=4, B=4) 12=24(17=-12, B=•12)
ow
PE 76Q51
u:ffX .STATFOF�;.,Z:Z� l
.r . GORION�
at 1EN0
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Job r
Truss
Iniss type
1452"rrEK
it
JACK
1 1
JoD Reference o ' nel
LOINgP IN59 WI1991YW, DWI t'IOW, R.».`w.
fy s
c
LOADING (pst)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP 1,10.2
BOT CHORD 2x4 SP No.2
ID:EaPoUMCWAO18N5O7vTFdY15cK-ji9lhcjjkcOcpPeC6ZReiDtXgiRFMJicltl2
Wo
F. 1$e
it
SPACING-
2.M
CSI.
Plate Grip DOL
1.25
TO 0.06
Lumber DOL
1.25
BC 0.02
Rep Stress Incr
YES
WB 0.00
Code FBC2017fVP12014
Matrix-P
Scale= 1:7.6
DEFL
in (fee)Well
Well.00
L)
PLATES GRIP
Vert(LL)
1
01
Nr
120
MT20 2441190
Vert(CT)
-0.00 1
Nr
120
I
Horz(CT)
O.t10
Na
Na
'
Weight 5 Ib FT = 10%
—
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-6 0 oo purlins.
BOT CHORD Rigid ceiling directly applied or 6-" x tracing.
Mfre mmcemmends that StaNizers and required cross orating
be Installed during truss erection, in a000rdarwe with Stabilizer
Installation aulde.
REACTIONS. (lb/sae) 2=95IMechanleal, 3-1410-6-0 (min 0-1A)
Max Horz2=124(LC 1), 3=-124(LC 1)
Max Upli62=54(LC 6)
Max Gmv2=95(LC 1), 3=29(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ter. - All tones 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vutt=160rtph (3-second gam) Vasd=124rrph; TCDL=4.2psf, BCDL=S.Opsf; h=15fk Cat 11; Exp C; Enct.
GCpl=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This thus has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
3) Refer to girder(s) for truss to truss tormecgons.
4) Provide mechanical connecgon (by others) of truss to bearing plate capable of withstandng 54 lb upl0t at joint 2
5) Non Standard bearing condition. Review required.
LOADCASE(S) Standard
\\\\\\\\aa\1C
W /
PE *6 51 I I
' STATE W-'I,
i.0\ �-il-�� i ��
o maa
now I ype
ly
RYM
1�SbhMITEK ,, r J2
JACK -_
8 1
Job Reference o ' n
Scale= 1:8.7
LOADING (pst)
I SPACING-
2-0-0
CSL
DEFL in
(loc)
I/defl
Ld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.07
Vert(LL) 0.00
5
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
SC 0.06
I
Vert(CT) 0.00
I
5
>999
180
I
BCLL 0.0
Rep Stress Incr
YES
WE 0.02
HOR(CT) -0.00
3
n/a
We
BCDL 10.0
{III
Code FBC2017/TPI2014
Matrix-P
Weight: 7 lb FT - 10%
LUMBER -
TOP CHORD 2x4 SP N0.2
GOT CHORD 2x4 SP N0.2
WEBS 20 SP N0.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-0-0 oe pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Mirek recommends Nat Stabilizers and required cross bracing
be irrstalletl tluring truss erection, in aawdance with SYabl'¢er
Installation oulde.
REACTIONS. (lblsize) 3—MMechanical, 4-431Mechanical, 5=223M-8.0 (min. O-1-8)
Max Horz5=43(LC 8)
Max Uplift3=-34(LC 1), 4--03(LC 1). 5=661IA 8)
Max Gmv4-5(LC 8), 6=223(LC 1)
FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 01e) or less except when shown.
NOTES-
1) Wind; ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf•, h=15ft; Cat II; Exp C; Encl.,
GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip. DOL=1.60
2) This thus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girders) for truss to truss corriections.
4) Provide mechanical connection (by others) of toss to bearing plate capable of withstanding 34 lb uplift at Joint 3, 43 lb uplift at Joint 4
and 66 lb uplift at Joint 5.
LOAD CASE(S) Standard
�'-N QL` - \MEINCF
i
PE 76Q51
� G A - STATEi7P"' j
Jon
Iruss /
naa ype
RYAN
145bhMITIX
J3
JACK
1 1
Job Reference lootlonal)
_- a v= Truss Canpufts. Fat Rene. R 31851
Run: 8200 s N W 2017 PMt a=) s Od 212018 MT" hdmh%s, the. Mal Nw to 07:5&10 Z01a Po 1
i ID:EePOUWGWAOleWSO7VTFdZ75NFFWSW464WnVdNOj7TIgPUy2JweIl2LNWMVJayHRSJ
1d-0 3E
' 1J1-0 2-2-0-0
Seale a 1:11.6
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL in
(roc) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DM 1.25
TC 0.08
Vert(LL) 0.00
5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
I
BC 0.06
I
Vert(CT) 0.00
5 >999 180
BOLL 0.0
Rep Stress Incr YES
WB 0.03
Horz(CT) -0.00
3 Na Na
BCDL 10.0
Code FBC2017FrP12014
Matrix-P
Weight: 12 Ib FT = 10%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood aheatNng dkecny applied or 3-6-0 oc purlins.
13OT CHORD 2x4 SP NM2
BOT CHORD
Rigid eating cUrecty applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
MTek recommends not Stabilizers and required crass bracing
be installed during truss erection, in accordance with Stabilizer
Installation quide.
REACTIONS. (lb/size) 3=381Mechanlcal, 4=8IMechanieal. 5=208104&0 (min. 0-1-8)
Max Hoa5=72(LC 8)
Max Upli63=-08(LC 8), 5=M(L.0 8)
Max Grav348(LC 1), 4=28(LC 3), 5=208(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES.
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mpN TCDL=4.2psf; BCDL=5.Opsf; tF15ft; Cat II; E(p C; Encl.,
GCpl=0.18; MWFRS (envelope); Lumber DOL-1.60 plate gdp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcuvend with any other live 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 48 lb uplift at Joint 3 and 62 lb uplift at
Joint 5.
LOAD CASE(S) Standard.
xx
�-- yr i
i ENSC���j
PE 76Q51
STATEOF�jA
�O.c�"���I�� 4v
<cS,,;N-N
//�77ONAI \0��\\ !r�
o fuss
Inuss lype
RYAN
1452- Mm% J4
JACK
8 1
Job Reference o nal
Sa18em Toss Cempwies. Fml Merce, FL 34651
x..
VY-
HUM82WS Nw30]017nM 56 sucril2naeirpRNwWbs, Ylq Mm Nw lB rgS6:102018 Pe 1
ID:EaPOUIwC VAOIBx507VTFdz?5UFFW5kNi5dJy VTW/7Z?U1 t,ReFq. WYMW8yQ
taa F, aao
Scale= 1:12.8
LOADING (psf)
SPACING-
2-0-0
CSL
DEF((
in
(loc)
OdeO
L/d
PLATES GRIP
TCLL 20.0
Plate Gd DOL
1.25
TC 0.09
Vert LL)
-0.00
4-5
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
SC 0.07
I
Vert(CT)
I
-0.00
4-5
>999
180
I
BCLL 0.0
Rep Stress Irior
YES
WB 0.03
Hoe CT)
-0.00
3
We
nfa
BCDL 10.0
Code FBC2017JTP12G14
Matnx-P
Weigtt: 13 lb FT =10%
LUMBER -
TOP CHORD 20 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (Ib/size) 3=54/MechaNca4 4=17/Mechaniml, 5=220/0-8-0 (ntln. 0-1-6)
Max Horz5=83(LC 8)
Max Uplifl3=59(LC 8), 5=-66(LC 8)
Max Grev3=54(1-0 1). 4=40(LC 3). 5=220(LC 1)
FORCES. Qb) - Max. Comp/Max. Ten - All forces 250 (Ib) or less exoept when shown.
Structural wood sheathing directly appled or 440 oo punins
Rigid Ceiling directly applied or 10-M oo bracing.
MITek recommends that Stabilizers and required am bracing
be Installed during muss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7.10; VuH=160mph (3-second gust) Vas&124mph; TCDL=4.2psf; BCDL=5.Cpsf; h=-15f ; Cat II; Exp C; End.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom Chord I'Me load nonooncunent with arty other live loads.
3) Refer to girder(s) for toss to truss Connections.
4) Provids mechanical connection (by others) of truss to bearing plate Capable of withstanding 59 tb uplift at joint 3 and 66 Ib uplift at
Joint 5.
LOAD CASE(S) Standard
i
PE 76Q51
�zff ; "STATIz-Ot lQ `
iPp��.,t�-�I
Job NS6
rY9 Ype
Y
RYAN
1453A-WEK JS
JACK
4 1
Job Reference o ' na
. ayw.mvn ��xwn�anma, ran neae, �� a�mr
t? _
Seale= 1:16.6
Plate Offsets MY)-
f2:0-0-12.0-1-121 15.0-1-51-2-01 159-0-00-1.121
-- --- - - -
LOADING (psf)
SPACING- 24)-0
CSL
DEFL
in
(Ioc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.20
Vert(LL)
-0.01
4.5
>999
240
MT20 244%90
TCDL 7.0
Lumber DOL 1.25
130 0.15
Vert(CT)
-0.02
4-6
>999
180
BCLL 0.0
Rep Stress I= YES
WB 0.05
Horz(OT)
-0.01
3
n/a
n/a
BCDL \ 10.0
Code FBC2017frP12014
Matrix-P
Weight: 18 Ib FT = 10%
LUMBER.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2
WEBS 2x4 SP N0.3
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. '(Ib/size) 3=9611liechanical, 4-40/Mechanicel, 6=267/0-8-0 (min. 0-1-8)
Max Horz6=113(LC 8)
Max UpIM3=-93(LC 8). 5=80(LC 8)
Max Grav3=96(LC 1), 4=71(LC 3), 5=267(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten - Al forces 250 (lb) ar less except when shown.
Structural wood sheathing directly applied or 5-0-0 0o purlins
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=5.Opsf; h=15(t Cat 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 1(10 psf bottom chord live road nonconcu erd with arry other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of lass to bearing plate capable of withstanding 93 lb uplift at joint 3 and 80 lb uplift at
joint 5.
LOAD CASE(S) Standard
.13L
IC`.01
(� PE 76 51 ♦1
t
_ I
�2
,, 1
e — N6s -
NS ype
RYAN
1152- MITEK la
JACK
10 1
Job Referance o ' na
anmecm Tuns C0(nps . FM Rr , Fl. 04051
I
Run: 8.200s Nov 30 2017 P t=0 s OG 2120181MYr& Ndust0 ,Mn Mm NW 19 U56:10M Popo1
ID:FaPOUIwCWAOt6W807vTFdz76cK-FW5"IYnVd#417Thg7R52G1eFSeUvW M WeyrulsJ
too o
aaO I
1-0-0 sd-o
, 1-ad I Sao t
Scale= 1:17.e
Plate Offsets(XY)—
r2D-0.120.1-121.[5:0-1-01-2.01
[6:0-000-1-121
LOADING (psf)
SPACING. 2-0-0
CSL
OEFL
in
(too)
Ildell
L/d
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL)
.0.02
45
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.20
Vert(CT)
.0.04
45
>999
180
BCLL 0.0
Rep Stress Ina YES
WE 0.06
HoR(CT)
-0.02
3
n/a
rota
BCDL 10.0
Code FBC2017/rP12014
Matrb(-P
Weight: 19 lb
FT = 10%
LUNBER-
TOP CHORD 2x4 SP No.2
BOT CHORD 2)(4 SP N0.2
WEBS ZA SP N0.3
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (lb/size) 3=109R4echanical. 4=47/Mechaniml, 5=283/0.8-0 (min: 0.1-8)
Max HOM5=124(LC 8)
Max Upltll3=-104(LC 8), 5=A5(LC 8)
Max Gmv3=109(LC 1), 4=81(LC 3), 5=283(LC 1)
FORCES. (to) - Max. Comp./Max. Tem - Ag faces 250 (Ib) or less except when shown.
Structural wood sheathing directly applied or 6.0-0 cc purlins
Rigid Calling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required am bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES.
1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124niph; TCDL=42psf, BCDL=5.Opsf; h=15f1; Cat 11; Exp C; Enct,
GCp4--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcunent with any other live Icads.
3) Refer to gindehs) for truss to truss connections.
4) Provide mechanical connection (by others) of tnss to bearing plate capable of withstanmrg 104 lb uplift at joint 3 and 85 Ito uplift at
joint 5.
LOAD CASE(S) Standard
PN �
�11 PE1t� I l.�
STATEbF�Jhe \
TONAL ENG ��\
/11I11111\\\\
to f
Job Twes
RISe ype
RYM
1452-AMREK Ji
JACK
15 1
JAY Refemne (optionalf
8auaunn Trust Canpmies, FOR Rene, R 34s51 - Run: 8200 a NO7 30 M17,PMt SMO a Od M 2018 Wa b4u4MS. Ine. Man NOu 18 07:58:0a 201a Pa(p 1
IDEaPOUIW,WAdl6wSD7vTFdZ?50K-nNJ'XihT4Pah9L2jSC EE 3g D%er5wc; Fno_ryFlnsK
1 40 7-6-0
6.2-0
Scale = 1:20.8
286 If
1-0A 7SO
tAA I SZ-o
Plate Offsets MY)—
f2.-0-0-120-1-121 I5:O-1-81-2-01 159-0-00-1-121
-
LOADING (pst)
SPACING- 2-0-0
CSL
DEFL
in
(loc)
Udell
L/d
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.51
Vert(LL)
0.07
4-5
>978
240
MT20 244/190
TCDC 7.0
Lumber DOL 1.25
BC 0.39
Vert(CT)
-0.13
4.5
>569
180
SCLL 0.0
Rep Stress Ina YES
WB 0.08
Horz(CT)
-0.05
3
We
Na
BCDL 10.0
Code FBC20171TP12014
Matrix-P
Weight: 24 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS ZA SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 64)-0 oc punins.
BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
MTek recor nnends that Stabilizers and required cross bracing
be installed during truss eredon, In accordance with Stabilizer
Installation uide.
REACTIONS. (Ib/size) 3=146/Mechanical, 4=67/Mechanical, 5=33510.8-0 (Mn 0-1-8)
Max Horz5-155(LC 8)
Max Uplift3=-136(LC 8), 5=-101(LC 8)
Max Grav3=148(LC 1), 4-110(LC 3), 5--335(LC 1)
FORCES. (Ib) - Max. Comp/Max. Ten. - All tomes 260 qb) or less except when shown.
WEBS 2-5=-295272
NOTES -
Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OW,, h=15f; Cat II; E(p C; Encl.,
GCpt=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for, a 10.0 psi bottom chord live load noncroncureht with any other live loads.
3) Refer to girder(s) for truss to truss connections
4) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 136 to uplift at joint 3 and 101 Ito uplift at
joint 5.
LOAD CASES) Standard
PE 76Q51 fi T
0/4
0 R I \�
l l f l l Xl All
to s
Job , Truss
iww I ype
RYAN
11a MREK As
MONO TRuss
jQ1Y jPIY
2 1
Job Reference (optional
sw0rem Truss Cwnpanles, Fal %am, Fl 7•%1
I
' --•�Y .i'r Run: 8200 a Nw 00 001T R 1:8]30 a 0d 21 2MB MFrek hduafts, Inv. Mm Nw 1B ar:56:10 2MB
ID:EePOl11WCVVA016MG07VTFda?ScK-M6M i5oiYnVdwOjMg?Sn2Hgef-Xel1vWMWByF1hsJ
1-0-0 6&0
scale= 1:16.8
Plate Offsets KY)—
120-0-12.0.1-121 15:0-1.8,1-2-01..15.0-0-0,0-1-121
LOADING (psf)
SPAGINO- 2-0-0
CSL
DEFL-
in
(too)
I/deb
Lfd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.22
Vert(LL)
0.02
4-6
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.17
Vert(CT)
.0.03
4-5
>999
180
BCLL 0.0
Rep Suess Ina YES
WE 0.05
Horz(CT)
-0.02
3
nfa
n1a
BCDL 10.0
Code FBO2017/TPI2014
Matrix-P
Weigh: 18 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP Na2
BOT CHORD 2x4 SP N0.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (Iblsize) 3=10011vechanicel, 4=421Mechaniral, 5=2721041-0 (min. 0-1-8)
Max Hor45=117(LC 8)
Max Up1103=57(LC 8), 5=81(LC 8)
Max Grav3=100(LC 1), 4=75(LC 3), 5=272(LC 1)
FORCES. Qb) - Max. Comp/Max. Ter. - Al forces 250 Qb) or less except when shown.
Structural wood sheathing directly applied or 5-8-0 cc purllns
Rigid ceiling directly applied or 10-M cc bracing.
MTek recommends that Stabilizers and required cross bracing
be Installed during tnrss erection, In accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCOL=5.0psf; h=15n; Cat II; Exp C; End.,
GCpk0.18; MWFRS (envelope); Lumber DCL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other Me 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 971b uplift at joint 3 and 81 lb uplift at
joint 5.
LOAD CASE(S) Standard
PE 76Q51 % r
' STATE@qF ' `
Job Truss Innis lype RYAN
145MNMSK tM VALLEY 2 1
Jab Reference (ooliona0
ScuM m Truce O Pr4q, Fort Rm , FL U9s1 Wm: 8200 s Nw 38 N17 PMt a. a Od 21 2N8 NRek bau"s, me. N1m Nov 19 079611 2118 Page 1
ID: iDO EaPOUtWCVVA016WS07VTFdz?SeK413LIxhkcWPeOBZRe(gNRfGMck!Z aGv2eyHns
z-o-v
1 2-0-0 �
Seale -1:6.9
2e4
LOADING (psf)
SPACING- 2-M
CSL
DEFL
in (loo)
Irdel
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.04
Vert(LL)
Na -
Na
999
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.03
I
Vert(CT)
I
No -
Na
W9
BOLL 0.0
Rep Stress Incr YES
WB D.00
Horz(CT)
-0.00 2
Na
Na
SCOL 10.0
Code F6C2017?PI2014
Matrix-P
Weight: 5 Ito FT = 10°%
LUMBER -
TOP CHORD 2x4 SP N0.3
BOT CHORD 2x4 SP No.3
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (lbreize) 1=472-D O (ndn. D-1-8), 2=342-" (min. 0-1-8), 3=132-0-0 (Mil. 0-1-8)
Max Horz 1=28(LC 8)
Max Up1ifti=-14(LC 8), 2=J1(LC 8)
Max Gmv1=47(LC 1), 2--34(LO 1), 3--25(LC 3)
FORCES. (Ib) - Max. Comp/Max. Ten - All forces 250 (Ib) or less except when shown.
Structural wood sheathing directly applied or 2410 oc purlins
Rigid calling directly applied or 10-" oc bracing.
MTek recommends that Stabllizers and required cross bracing
be installed during truss erection, In accordance Win Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vu1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.DpsF, h=15ft; Cat II; Fxp C; Encl.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.80
2) Gable requires continuous bottom chord bearing
3) This truss has been designed for a 10.0 pal bottom chord Me load nonconament with any other live leads.
4) Bearing at joird(s) 2 considers parallel to gram value using ANSIrrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ito uplift at joint 1 and 31 lb uplift at
joint 2.
LOAD CASE(S) Standard
PE 76Q51 fi
116I 110`T I
h °'
job Imes
Imes iype
RYAN
1452A-M MV4
IL11,
VALLEY
JPIY
2 1
Job Reference o ' rre
IO.EaPoUIwGYVAO18vM7vTFdY15cK4i3Wvila:OgPPeC6ZRetO00dlRdjWcIgZGVtb 1
2
3
2x4 O
Scab = 1:11.1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
In (loc)
VdeO
L/d
PLATES GRIP
CLL T20.0
Plate Grip DOL 1.25
TO 0.26
Vert(LL)
Na
n/a
999
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
I
13C 0.19
Vert(CT)
nla
Na
999
I
BCLL 0.0
Rep Stress Incr YES
WB O.00
Horz(CT)
0.00
Na
n1a
BCDL 10.0
Code FBC2017frP12014
Matrix-P
Weight: 13 lb FT = 10%
LUMBER- BRACING -
TOP CHORD 2x4 SP NM3 TOP CHORD
BOT CHORD Z O SP No.3
WEBS 2x4 SP N0.3 SOT CHORD
REACTIONS. (lb/size) 1=11614-0-0 (min. 0-1-8), 3=11614-M (min. 0-1-8)
Max Horz1=64(1-C 8)
Max UpItlH=35(LC 8), 3=-62(L.0 8)
FORCES. (Ib) - Max Comp./Max. Ten. - All forces 260 (Ib) or less except when shown.
Structural wood sheathing dtrectiy applied or 4-0.0 oc purlin a
except end verticals
Rigid ceillrg directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stabilizer
Installation guide.
NOTES•
1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mpN TCDL=42psf BCDL=5.Opsf; h=15I; Cat It; Fxp C; End.,
GCp'v0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with ary other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of wi0standing 35 lb uplift at Joint 1 and 62 lb uplift at
joint 3.
LOAD CASE(S) Standard
PE 76 51 �\
"U SIAI COr—j��
.110
Job
rusS
I rus5 I ype
RYAN
t4 z? mnTx
MV6
VALLEY
I
JQW jF1Y
2 1
'
Job Reference (optional)
eoumem 1. wny .. Port n , M. 34531
Rim: e300a NoV 30amP tOZ a Do 3121115 MTex hdodite Mc. MM No/1e UMM11me Vl
10:EaPOUlwCVVA016WS07vTFdt75cKii3Uxhkc(kpPeC6LR90VOZMNMQZMby at
1.5x4 11
2
3
2A G 1.5x4 II
Scale: 3/4<1'
LOADING (psf)
SPACING- 2-"
CSL
DEFL-
in (too)
I/deft
L/d
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.73
VergLL)
We -
n/a
999
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.56
Vert(CT)
We -
n/a
999
BCLL 0.0
Rep Stress Ina YES
WE 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC20177rP12014
Matrix-P
Weight: 20 lb FT = 10%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS Zx4 SP No.3 BOT CHORD
REACTIONS. (rdsize) 1=19016-0-0 (min. 0-1-8), 3=19016-9a (min. 0-1-8)
Max Horz1=105(LC 8)
Max UpliR1=-57(LC 8), 3=101(LC 8)
FORCES. (Ib) - Max CompdMax. Ten. - Al forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 6-&0 cc purlins,
except end verticals.
Rigid ceiling directly applied or ID-" oo tracing.
MTek recommends that Stabilizers and required am bracing
be installed during truss erection, in accordance with Stabilizer
InstallaIt 0uIda
.
NOTES.
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL-5.0psf; tr=15f; Cat II; Fxp C; Encl..
GCpl=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This tree has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 It, uplift at Joint 1 and 101 lb uplift at
)oird 3.
LOAD CASE(S) Standard
\\\11MI BL/F���i
ENSF
PE 76p51 r,
v - STATBMF j prZ