HomeMy WebLinkAboutTRUSS PAPERWORKProject
Job Number. Information:
SOUTHERN J1800633
%tent. I Customer.
Southern Truss vt 90FWss
Address:
2590 N. Kings Hwy Lot-286
Fort Pierce, FL 34951 city, sr, IIP:
(772) 464-4160 ' Fax: (772) 318-0015 saint Lucie County, FL
General Truss Engineering Criteria t31 Design Loads
_-WARIkimm,
Building Code and Chapter.
FBC2017ITPI2014
Computer program Used: BY
MiTek Version: 8.23 Oct 2
Gravity:
Gravity:
45.0 psf ROOF TOTAL LOAD
NIA
Wind
Building Authority:
160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise)
St. Lucie County
No.
Data
Tmss ID#
1
12121/18
Al
2
1221118
A2
3
1221/18
A3
4
1221/18
A4
5
1221/18
AS
6
122l/l8
As
71
1221/18
1 A7
a
1 1221118
1 A8
9
1 1221/18
1 A9
10
122l/18
A10
11
1221118
All
12
1221/18
Al2
13
1212IMS
A13
14
12/21/18
A14
15
1221118
A15
16
122l/18
A16
171
12/21/16
1 A17
181
1221/18
1 A18
19
1221118
A19
20
1221/18
Ago
21
1221118
A21
22
1221118
A22
23
1221/18
al
24
1=1/18
B2
25
12/21/18
Cl
26
12121/18
C2
271
1221118
1 C3
This cover sheet is provided as per Florida Statute 61431531.003 in lieu of signing and
sealing each individual sheet An Index sheet of the truss designs is attached which is
numbered and with the indentitication and date of each drawing.
Engineer of Truss Design Package
Brian M. Bleakly
FL Reg. Eng. No. 76061
2590'N. Kings Highway
Fort Pierce, FL 34951
No.
Date
Tuns ID#
28
1221118
C4
29
1221118
C5
30
1221/18
c6
31
1221/18
CJ2
32
1221118
CJ3
33
1=1118
Cis
34
1=1118
CH
35
1221118
CJ7B
36
1221/18
CJ64
37
1221118
D1
38
1221/18
D2
39
12/21/18
D3
40
1221/18 -
D4
41
12/2
D5
421
1221/18
I D6
43
.120/18
E1
44
1221118
E2
45
1221118
J1
46
1221118
J3
47
1221118
J3A
48
1221/18
J38
49
1221118
J5
60
1 122l/18
J5A
51
12MI18
J7
52
1221118
Me
53
1221/18
RG
54
1221/18
J7r
No.
Date
Tmas ID#
55
12f21/18
J16
56
1221/18
J64
57
1221118
J64A
s8
1221/1a
MV2
69
12/21/18
MV3
60
12MMS
MW
61
1221118
MV5
62
1221118
MV6
63
1221/1;
MV7
64
1221/18
MV56
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Page 1 of 1
TYPICAL DETAIL @ CORNE
NOTE NDS=National Design Spectfictions ALLOWABLE REACTION PER JOINT
for Wood Construction.
1325f per Nail (D.O.LFactor-1.00) ® OP TO 265# = 2-16d NAILS REa'0.
rids toe nails only have 0.83 of O UP TO 394# = 3-16d NAILS REO'D.
-lateral Resistance Value.
12
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TYPICAL CORNER fAYDUf k 7r-16d Q—BCI
a I \
a a
Ga al
i
Typical Nip —jack
attachment
CHORD
HANGERS
FASTEN ER
GIRDER
JACK
Ji-J3 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — = — —
BC
— — — — —— —
2-16d nails
— — ---
J5 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — — ——
2-16d nails
—----
J7 TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — — — —— —
2-16d nails
-- ---
HIP JACK GIRDER (CJ7) TO HIP
GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — — — — ——
2-16d nails
—- -—
INIMUM GRADE OF WMBER LOADING L (PSF� 5� VJCR: OOS
T.C. 2x4 SYP 9 n3C2a17
0
TOP 20
BEB 2ri S1P eonOM 00 10
rWFffi N Zx4 SYP o3 SPACOiG 24' O.G
SOUTHERN
TRUSS
Fort Pierce Division
259N. g ighwa ,
COMPANIES
r0 PiercinFL
(800)232-0509 (772)464-4.160
mtg//. __ft, Tbm
Fax (772)318-0016
Bn'8n M. Slackly Struct Fsg #76051 2590 N. Mngs Highway, Ft Pieree, FL 34951 772-464-4160
TYPICAL DETAIL (9 CORNER - HIP
NOTE NDS=National Design Specifictions
for Wood Construction.
132.51 per Nail (D.6_1-Factor=1.25)
nds toe nails only have 0.83 of
lateral Resistance Value_
12
12
1ABt r
CORNER JACK GIRDER
1
ALLOWABLE REACTION PER JOINT
G) UP TO 2&V — 2-16d NAILS RSVD.
Q UP TO 394f = 3-16d NAILS M'D.
lv. .
use 2-16d
toe nm1
TC do BC.
Tyyppical jack 45'
attcchment
TYPICAL CORNER LAYOLrr
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
- - - - - - -
2-1 Gd nails
- - - - -
BC
- - - - - - -
2-16d nails
- - - - -
TC
- - - - - --
3-16dnails
- - - - -
BC
- - -- - --
2-16dnails
-----
HIP JACK GIRDER (CJ5) TO HIP GIRDER
TC
- - - - - - -
3-16d nails
- - - - -
BC
- - -- - --
2-16dnails
I
M GRADE OF LUMBER LOADING (PSG SIR 1N� 2x4 SYP /2 E O��t7
-2t4 SYP 2 TOP. 20
S w SYP Nn3 B rmm 00 10
SPACNG 24' O.C.
SOUTHERN
Fort Pierce Division
TRUSS 2590 N. Ki gFL 34951 gghway,
FortCOMPANIES (800)232-0509 (772)464-4160
hw/--Whm o-,�mm Fox:(772)318-0016
Brion M. Bleakly Struct Eng #76051 2590 N. Kngs Highway, Ft Pierce, FL 34951 772-464-4160
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4jWS3Wwd&mmamlA'x3'kx1gandmhd vM HDQ hinges.
5) NAM 10d neft are 6148' ft x r ft 16d am SAW &L x 3-l1r 1mg.
New paducas or pdated paduakhmabon amdedygmed to Wim fait
Cmasian Rabb EStairdess Staff Maid W ORDS Wriple Zinc
114
Cadmead m mad page
Corrosion Finish USYabdess Steel Mold Cod HHDG ■ riple 2ft
Hangers
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1) Op6Oloads laue hNxl moeased 60°4forwmd drsdaNcloads; rotudhehaeasas9a0 be 0erm71ed.
21lad sinkers (IL148&a. x 3-1/4"lard maybe used ata94atOwtabie madwMee 76d faimm0 does mlappy toJA H16, NA6aladna7 Rages
3)W53Wood Soemme7/44xr Axgandare wAbHMbm &
4) NMSiOd nWh are 0.748• dkL x 3' b g,16d mIIsae 6162' ft x 3-12' hg.
New pmdu[b or Wdand WndaCkdamvdfon ere deslgmidb Idmtmt
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SCAB -BRACE -DETAIL I ST - SCAB -BRACE
Note: Scab -Bracing to be used when continuous
lateral bracing at midpoint (or T-Brace) is
Impractical.
Scab must coverlull length of web +E 6".
THIS DETAIL IS NOTAPUC4BLE WHEN BRACING IS
REQUUEDAT-113-POINTS OR WMCE IS•SPEOIPIED:
APPLY 2nc SCAB TO ONE! FACE OF WEB W(TH "
2 ROWS OF 10d (Y X 0.131") NAILS SPACED B"O.C.
SCAB MUST BE THE SAME GRADE, SIZE AND
SPECIES (OR BETTER) AS THE WEB.
`C\ MAXIMUM WEB AXIAL FORCE = 2500 Rns
MAXIMUM WEB LENGTH=•17-0"
scae BRACE 2x4 MINIMUM WEB•SIZE-
MINIMUM WEB GRADE OF#3
Sermon Oetal
®•e Scab -Brace
Web
Scab -Brace must be same species grade (or better) as web member.
n
L—BRACE DETAIL
Nailing Pattern.
L-Brace size
Nall Site .
Nall Spacing
1x4 orb
10d
V:o m
2x4, B. or
16d
a' o.c.
Note: Nail along entire length of L-Brace.:
(On Two -Ply& Nail to Both EGes):
ur,MI
Sediun Detail
L-Brace
Web
SPACING
Note: L-Bracing to be used when continuous
lateral bracing is lmpmcticaL L-brace
most cam 911%of web length:
L-Brace must be same species grade (or better) as web member.-
L-Brace Size
for One -Ply Tnrss
Spec -died Continuous
Rows ofi-ateral Bracing
¢e
1
2
x4
[N2
1x4
US
2x8
"' OBiECT SUBBirMION NDYAPUCABM
L-Brace she
forTwo-PlyTnrss
Specified Continuous
Rows of Lateral Bracing
Web S¢e
1
2
2x3 or2x4
2x4
«.
2x6
2x8
•••
2x8
2xB
...
—DUMc7r SUBSTrnM0H NOTAFUCABLE
Note: T-Bracing / I -Bracing to be used when continuous lateral bracing
is imps cal. T-Brace / 1-Brace must cover 90% of web lengtit
Note: Tuffs detail NOT to be used to cohvertT-Brace I PBrace
webs to continuous lateral braced webs.
Nailing Pattern
T-Brace size
Nar1 Size
Nat Spacing
1x4 or US
10d
8' o.c
2x4 or 2x6 or 2x8
16d
8' o r-
Note: Nag along entire length nf.Mrace I 1-Brace•
(On Two-PVs Nan to Both Plies) .: ' -
alternate position
SPACING
wm
Vr
r
Naffs Section Detail
�
T-Brace
alternate position
Nals
web kBrace
Ness
T-BRACE
Brace Size
for One -Ply Truss
Specified Continuous
Rows of lateral Bracing
Web Size "
1
2•
2xS-or 2x4
1x4 (q T-Brace
1x4 (q I -Brace
2x6
US (7 T-Brace
2xS 1 Brace
2x8
2x8 T-Brace
2x8 I Brace
Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or2x4
2x4T-Brace
2x41-Brace
2x6
2x6 T-Brace
2x61 Brace
2x8
2x8 T-Brace
2xB I -Brace
T Brace I I -Brace must be same species and grade (or better) as web member.
(7 NOM, If SP webs are used In the truss, yx4 or US SP braces must be stress
rated boards with design values that are equal to (or better) the truss web
- design values.
For SP truss lumber grades up to #2 with 1X bracing material, use W D 45 farT-Bm6 B
For SP truss lumber grades up to #1 with 1)bracing material, use IND 55 for T-Bracell Brace
J00
ely
iTruss
M*286Sawgrz
At
Roor Spatial 1 1
_ _ ..lob
Reference tlona
2x4 11 2
4x5 =
91
-- zu
NOP2X STP=
315 =
66 =
Is — 1r
4x5 = 3x6 = 3x8 =
rad Deft = 5f16 in
10 1 NOP2X STP=
2x4 it
12
9 1 13
15 14 4x5=
3x4 II 5x5 =
5x8 =
6.114 134-0 g28 26.2.7 35-1-0 42-1.11 49-8-14 _
� ri.113 I 6Al2 � 6.1M1A 1 r`11_t6 I a-1n.n I 7.611 1 t-7�
Plate Offsets KY)- 15:0-23.0.1-121
(6.O-3-0.(14-01 IS:0.1-12.0-2-01
114:0-2-80-2-01. it6.0.5-12.0341 120:0.2-8.03-01
123:0-2-30-1-01.
125:0-2-3 04-01
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in (loc)
Well
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.82
Vert(LL)
-0.22 16-17
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.89
Vert(CT)
-0.53 16.17
>820
180
BCLL 0.0
Rep Stress Ina YES
WB 0.85
Horz(CT)
0.06 12
n1a
n/a
BCDL 10.0
Code FBC2017/IPI2014
Matrix -MS
Weight 302 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2 'Except
TOP CHORD
T5: 2x4 SP M 31
BOT CHORD
ROT CHORD 2x4 SP No2 'Except
WEBS
B4: 2x4 SP No.3
WP9S 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2-D-0.0 (min. 0-1-8), 12=041-0 (min. 0-1-14), 20=D-8-D
(min. 037)
Max Hors2=257(LC 9)
Max Uplifl2=299(1-C 5), 12=483(LC 9). 20=788(LC 8)
Max Grav2=388(1-0 17), 12=1596(LC 1), 2D=2935(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Ob) or less except when shaven.
TOP CHORD 2-3=2331681, 34=27811028, 45=26211209, 5E=-523Y226, 6-7=4161219,
7.8=10291420. 8.9=-11021375, 9-1 0=1 8941617, 10-11=2088/589, 11-12=2626f129
BOT CHORD 2-22=.6871529, 21-22--6871529, 2D-21=6871529,19-20=10021681,18.19=0/541,
17-18=01541, 16.17=24111809,9.16=871634,12-14=-49812257
WEBS 3-22=200/285, 3-20=729/497, 5-20=24481691, 5-19=49812001, 7-19=-1307/411,
7-17=1877728, 8-17=581393, 9-17=11941560, 11-16=540297,14-16=4092065
Structural wood sheathing direWy applied or 2-2-0 oc pudins.
Rigid ceiling directly applied or 5-9-2 co bracing.
1 Row at midpt 5-20, 7-19, 9-17
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=S.Opst; BCDL=S.Opsf; h=168; Cat II; Exp C; Encl., GCpt=0.18;
MWFRS (envelope); porch left 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 truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb up6R atjoint(s) except QHb) 2=299,
12--483,20=788.
LOAD CASE(S) Standard
�/ PE 605 �
dilti1. Ai
p ` �.S[Tl�iF6lf
i���`.�ORF-
//z %T'0NAL1E
jov
Truss
Iniss lype
MW-286Saw9rass
A2
RoNSPedxl 1. 1
Job Reference Donal
Sauarem Tuss. FL Pierce. FL. 34951
Ron: B. 9U zl Zola a.ZUa UUzl ZalaM KIne,Sal®,rm rn vecn ,rcr.w•amrays,
ID:2gdWFKK3H3Hu0BdOMYMdFy76 2-HBNYWJU5g5W9V9apYglkA.WbOnap51J7cOnHFy6m9R
—26a 74
7.
E�1
1{
1b82,351-0 14 6�214A0f
A�7-0434r21
-00-
-
I22-2-8 i25a-02f2-7 I i
Dead lead Dell. =51161n
3x8 =
3x6 _
SxS= 5x5= 6 10
6:OD 12
-
6
Us,
ir
6 11
3k8i 6
3x5�
t
3x6 a
4x5 q
3
1213
2x4 II
NOP2XSTP=
NOP2X STP=
2Bl
11 2
2x411
1
18 11 x�q7
23 22
21 20 19 1 is O
45 =
2x4 II 6x5 =
17 16 4x5 _
US = 3ffi = 3,8 =
3rA 4 II 5x5=
6x8 =
6-7-6
12-1-12
18.241 28.2-7 35-1-0 42-1-11 49814
6-7-6 166-0 6312 7-11-15
8.149 17.0-11
7-73 -
Rate Offsets 0(.Y)- 16.0.2.8
0.241 18:0-3-80.2-07 110:0-4.0 0-2-81 111.0.2-0 0.2-01
118:OS-12 0.101 122'0-2-403-07 f24:0.2-3 0-1-07
126:0-2-3.0-1-01
LOADING(psf)
SPACING- 24).0
CSL
DEFL
in (loc)
Well Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL)
-020 18-19
>999 240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.92
Vert(CT)
-0.51 18-19
>999 180
BCLL 0.0
Rep Stress Ina YES
WB 0.87
Horz(CT)
0.12 14
We life
BCDL 10.0
Code F13C2017/TPi2014
Matrix -MS
Weight 314 lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2'Except'
TOP CHORD
Structural wood sheathing directly applied or 34-13 oc pudins.
T6,T7: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 •Except•
WEBS
1 Row at midpt 7-21. 7-19, 11-19
B4:2x4 SP No.3, B3: 2x4 SP M 31
WEBS 2x4 SP No.3 *Except'
W10: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0.B-0 (min. 0.1.8), 14-0-8-0 (min. 0.2-6), 23=D-11-5 (min. 0-3-5)
Max Hors2=252(1-C 9)
Max Upli02=193(LC 7),14=-593(LC 9), 23=762(LC 8)
Max Grav2=76(LC 17), 14=2011(LC 1), 23=2799(LC 1)
FORCES. (Ib)- Max. Comp.IMax. Ten. -All forces 250 (Ib) or less except when shovm.
TOP CHORD 23=295/1102, 3-4=12721367, 4-5=11161389, 6-6=18361563, 6-7=1556/562,
7-8=19521676, 8-9=17301643, 9-10=1730/643,10-11=2085(634, 11-12=29001865,
12-13=40951857,13-14=3538/971
BOT CHORD 2-23=-89=88, 22-23=-8901388, 21.22-25611083, 2D-21=-311I7864,19-20- 31111664,
18-19=479/2708, N-08=101/657, 16-17=104281,14-16=7ism(173
WEBS 3-23>26261785, 322--SG612293, 5-22=11201333, 5-21=81/654, 6-21=1251441,
7-21=7951257, 7-19=4471296, 9-19=-337/1218,11-19=12121561, 13-18=469274,
16-18=-6142805
NOTES-
1) Unbalanced roof rive loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16tq Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) A0 plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcu ent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandng 100 lb uplift atjoint(s) except Qt=1b) 2=193,
14=593,23=762.
LOAD CASE(S) Standard
�'N G E N C`: f ;5�
i7 PE 605
7 —
sr
x ` OR1�7i.�
///SS7ONAL`ENG \���
Truss
Nss ypa ply
MW-28Esangmw
A3
Map 1 1
Job Reference o-'onal
Dead Load Des. - iN in
56=
y,s = Sx5 =
-j 1Z8.0`0 12
s 6 7
3x5 4
4x5 c
48
3x5
Sxe p
W g
3xs 11
3
w
9 10
NOPa STP=
NOP2X STP=
� 2x4 11 2
2x4 ll
p 1
1,
21 20 19
18 17 18
15
r7
1 12 0
4x5= N0P2XSTP= 3x6=
3x8= 416= 3x8=
14
13 4x5
3t4 //
3x4 11
5,6 =
3z5 _
6x8 =
LOADING(pst)
TCLL 20.0
TCOL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 24)-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina YES
Code FBC2017r P12014
CSI. DEFL in (loc) Udell Ud
TC 0.99 Vert(LL) -02015-16 >999 240
BC 0.97 Vert(CT) -0.4816-18 >999 180
WB 0.66 Horz(CT) 0.15 11 nla n/a
Matrix -MS
PLATES GRIP
LMO 244119D
Weight 31616 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2'Fxcept' BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
84:2x4 SP No.3 WEBS
1 Row at midpt 3-21. 6-18. 6-16, 8-16
WEBS 2x4 SP No.3 *Except'
Wit 2x4 SP No.2
'
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-&O (min. 0-1-8), 11=0-8-0 (min. 0-2-7), 21=D &0 (min. 041-8)
Max Horz2=234(LC 9)
Max Upli82=-393(LC 18), 11=-693(LC 9), 21�690(LC 8)
Max Gmv11=2087(LC 1), 21=2947(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-1=-346I1534, 34=19581503, 45=2124/584, 6-6=18061561, 6-7=-21251694,
73=24811`709, 8-9=3157/882, 9-10= 3267/854, 10-11=-37131976
SOT CHORD 2-21=1276/433, 20.21=ISW91, 19-20=156291, 1&19=32611663,17-18=2362036,
1&17=2362038,15.16=-4622842, 8-15=1271600, 13-14=5aW3, 11-13=721/3230
WEBS 3.21=-3111(826, 3-19=205/1667, 4-19=-675/179, 4-18=79/d45, 5-18=W/542,
&1"78253, 6-16=121/311, 7-16=143/707, 8.16=1029/477,13.15=-6652921,
10-15=467290
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=5.Opsf; BCDL=5.0psf; h=16f ; Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcoment with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at)oint(s) except at -lb) 2=393,
11=593,21=690.
LOAD CASE(S) Standard
7605'{� \�=
�ATE-O.
//js70NA i }EN
11
4i
Q
Job
Truss
Uty Fly
MW-28643I
A4
F5p 7 1
_ Job Reference (optional)
.701MAJi, ,n=. M FIB . f". ..I
6.0d 12
NOPV
2z4'II 2
NOM SIP=
4x5= 2x6//
5x5 =
5x5= 3x8= W=
6 -7 8
310 =
2x4 II
3xe =
Dead Load Den =1141n
4x5 C
9
4 3x5
3x6 O
10
BIT
11 d
e 0 NOP2x8TP=
2x4 It
8 12
1 13 0
15 14
3x4 11 SIB = 4x5 -
5x8 =
5: 12-1-12 171242-7 30.&14 35.1A 42-1-11 49a14
L111 ]1L�7 S1..d ([f] RC..> d E
Plate Offsets MY)- 13:0-2-12.0.1-121
16:0.2-0 0-2-01
18.U-2-B
0.2A1 I16:0-5-IZO3-01
(21:0.2-B OSOI I23:0-2.9.0.1-01
125:0-2-0 0-1-01
LOADING(psf)
SPACING- 2-0-0
CST.
DEFL
in Qoc)
0I
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.95
Vert(LL)
-0.19 16-17
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.96
Vert(CT)
-0.44 10.17
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.81
Hom(CT)
0.14 12
Na
We
BCDL 10.0
Code F8C2017/TP12014
Mabhr-MS
Weight 32016
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2.Except•
BOT CHORD
Rigid ceft directly applied or 2-2.0 cc bracing.
134: 24 SP No.3
WEBS
1 Row at midpl 7-20, 7-17, 9.17
WEBS 2x4 SP No.3'ExcepP
WTI: 2x4 SP No2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 12=0$-0 (min. 0-2-7), 22=0-8-0 (min. 0-38)
Max H=2=215(LC 9)
Max UpUM=-439(LC 18), 12=5/6(LC 9), 22=-672(LC 8)
Max Gmv2=9(LC 9), 12=2081(LC 1), 22=2992(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown.
TOP CHORD 2.3=33211590, 3-4=1768/413, 45=17491437, 58=2091I532, 6-7=-1794/523,
7-8=2314/698,8-9=2656/736,9.10=-3129/836,10-11=3244/809,11-12--37031939
BOT CHORD 2-22=13331416, 21-22=-340f225, 2D-21=288/1516,19-20=-356/2285,18.19=35612285,
17-18�35612285, 16.17=-41212807, 9.16=1361562,14-15=-397344,12-14=-6B813222
WEBS 322--30131/59, 3-21=27311885, 5-21=-8451205, 5-20=1301514, 6-20=1181531,
7-20=9211297, 7-18=025Q 8-17=1951827, 9-17=885/409, 14-16=65312892,
11-16=4841303
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1(I (3secend gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16fC Cat II; Exp C; End, GCpI8;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
6) Provide mechanical camec0on (by others) of truss to bearing plate capable of wi8lstending 100I11 uplift atjoird(s) except at --lb) 2-439,
12 576, 22=672.
LOAD CASE(S) Standard
O1 ST
c( ���^�(
�c� ORt1)�.o% �����
////SS0NAI IENG\\\\\\
1�
nus
mss ipa QW Pjy
MW-28e49awWaas
AS
Rod-gpedal 1 1 Job Reference o 5onal
aaumem uses, ry nerve.r�...wx�.
.con. o...=,a-.,-.-r,i,,,.o..o�.a..,:,.,..,..,,.,.�........,.�,.., .�......._..--. .._..._�._.__.
ID:2gdWFKK3H3HuOBdOmYMdFy/B_2-Ayc3M 6GS(a USangpgKn......l...... 70 m9N
r24]-0,
&114 14-2-0 -1&2-8
26-2-7- "-1-0
7.6.15-43340--493�14-
t
-2-0-0
6:11A4 I--734 t 4-0-0-�7-11-16
t 8-10-9
25.15� 58-72
6.2-0
a
5,5 =
Dead Load Dell. =114In
6
r 6.0012 54= 5x5=
4x6
4a6 -
4
7 ex9 =
2x4 11 7x12 MT20HS=
8
a 10
5X7 i'
nil
3531
3
W6
7 _ 2x4 _
NOP2X STP=
1 2
6 �+
1
2" It 2
1
81
21 20 f0 1g
17 18
16
US =
2x4 11 NOP2X STP= 4x5 =
3x5 = 3x9 =
14 13
12 11
3z6 =
3x4 II Us =
4x9 = 30 11
5x8 =
5x5 =
&114 13-0-0 1&2d
2E2-7 35.1-0
I 49514
1 t I
&11-0 fi-4-12 4.108
I
7-11-15 B-1LL9
117-e-1�43310
2-515 5 2
6-2d
Plate Offsets KY)- [3:0-3-0,0.3-01, [4:0-2-8,0.2-0], [5:0-2-8,o-2-12b (7:0.2-0,0.2-01, [8:0-5.4,0-248], [10:0.3-3,U-0-0l, I12:0.1-8,0.1-12], L13:0.2-8,0.2-0], [15:OS12,034), I18:0.2$
0.1-81 HS.G-1-1z0-2-0t 119.0-2-80.3-0t [22:U-2-3,0.1-0t (27:0-3-00.1-01
LOADING(psf)
SPACING- 2-M
CSI.
DEFL in (toc)
Ildell Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.92
Vert(LL) -0.19 15-16
>999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC U.98
Vert(CT) -0A715-16
>924 180
MT20HS 1871143
BCLL 0.0
Rep Stress Ina YES
WB 1.00
Horz(CT) 0.10 31
We n/a
BCDL 10.0
Code FBC20171TP12014
Matra -MS
Weighty 360 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 •Except'
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc puriins, except
T4,T5: 2x4 SP M 31, T6: 2x6 SP No.2
and verticals.
BOT CHORD 2x4 SP No.2 *Except
BOT CHORD
Rigid ce111ng directly applied or 2.2-0 oc bracing.
B4: 2x4 SP No.3
WEBS
1 Row at midpt 4-19, 6.18, 7-16, 8-12, 9.12, 10.12
WEBS 2x4 SP No.3 *Except'
W15:2x4 SP M 31. W14: 2x4 SP No.2
OTHERS 2x6 SP No.2 •Except•
01: 2x4 SP No.3
REACTIONS. (size) 2=0-&0 (min. 0.1-8), 19=0-8-0 (min. 0S8), 31=0.5-0 (min. 0.1-8)
Max Hoa2=415(LC 8)
Max Upiifl2-137(LC 25). 1g=-894(LC 8), 31=727(LC 9)
Max Gmv2=375(LC 17),19=2960(LC 1). 31=2204(LC 1)
FORCES Qb) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 23=204/489, 34=37011129, 4.5=-3161181, 5E=12551463, 6-7=12891416,
741=2387f713, 832--17211561, 9-32=17271661, 933=16601538, 3334=1660/538,
34-35=1660/538,1035=16601538
BOT CHORD 2-21=-3891198, 20.21�386200, 19.20=385P200,1&19--611I239, 17-18=1421323,
16-17=142rJ23,1&16-67212199, 7-15=2081836, 12-13=-66612220
WEBS 3.21=0296, 3-19=7841386, 4-19=24991766, 4-18=-065H8B8, 5.18=15481474,
6.16=2391942, 6.16=113/517, 7-'16=14751622, 13-15=5772236, 8.15=201263,
8.13--521203, B-24=8161326, 12-21=7901323,12-25=1262/571, 9-25=1262/571,
12-26=-8082492.10.26=-7762394.1031=235W80
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; VWt-1160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=S.Opsr, h=16ft: Cat. II; Exp C; End., GCpi=0A8;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Ali plates are LMO plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other Me loads.
6) Bearing atloint(s) 31 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify rapacity of
bearing surface.
8) Ha Provide
or mechanical
connection device(s) shall be provided suf8dent to support concentrated load(s) 267 lb doble of withstanding 100 lb uplift inwn and 1146 lb ut(s) except 1p)at 41- 5R\\!�\ - N C��i////
GE
267Ib down end 1461b up at 43-&2, and 267Ib down end 146Ib up at 45-8-2, and 267Ib down and 146lb up at 47.8-2 on top chow,
The designlselection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or back (B). j PE 605
(A#§gMt$ndard
Mo1%6\ �[ORt�Dt�O�����
X.���ss ONA i IENG\\\\\\ G
truss
Iruss lype
lim
MW-28&Sawgrase
A5
RWrSpetlet Fri I
1
Job Reference onal
Snunl¢m Tnm, Ft Pleura, FL. 34951
LOAD CASE(5) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Inaaase=1.25
Uniform Loads (plf)
Vert: 1-4=70, 4-5=70, 5-6=70, 6-0=70, 8-10=70, 1S2S=20,11-14=20
Concentrated Loads (lb)
Vert: 32=227 fl 33=227(F) 34>227(F) 35=227(F)
Run: 8.230a Od2 20fS Pnnt 8.230 a Oc1212018 M(7ek IMMUles, Ina n Om 2111:11:182010 Page
ID2gdWFKK3H3HuOBdOmYMdFy76_2-Ayc3MhXcuJOa U5angpgKnkyGd7pis6uWE47QOy6mgN
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CNN -------
PE 605 . ��
o
toss
Iruss lype ty pry
MW-2665aw�ess
A6
110015pecial 1 1
Job Reference (optional)
.woman rum, FL Finn. FL..
•2-0-0 66-.1111d4
_I�-12-2E-13-2-6
eHBi1X2N029umgMID:2gdWFKK3H3HuOBdOwYMdFy76 2e8AR21mvC
mEdRmeksa,Uil:,. cYSr
21.1217 26-2-175 30-711 351 15-,-g1120
r2-0-01
-100�5�1-
4-11-_&5
4_ 1-3 9-
I4fr14-
5.1-4
5x5 =
Dead Load 00.=114 in
8
3x5 4
3.5
7
e
4xB =
6.0012
3x6=�411 .94
5x7�
3x5= 5x12=
4 5
10
1 12
5x6 4
W
T
' 3
W
12
N
V 3 14 J w
NOP2X SiP=
29
2x42
5xa _
= x
3X 34 11445 I `
iI
22
21 20
16 18 17
16
415 =
2x4 II
NOP2XSTP=
3x5 =3X6 = 7xe =
3x4 11
3x6 =
Us =
I 21 I 45543-0I t 12I -0 4
Plate Olfsets (X,Y)-- (3:0.2-1$0.341,
125:0-3-0.0-1-81
[4:0-".0-2-0]. [9:0-2-02.0.1.8j, [10:0310,Edgel, [12:0,W,0-3-0). [l4:0.2-02,a1.8], [16:0-2-12,0-2-8],[17:D4-0.oS-0],123:0-2-3,0.1-0),
LOADINGW
SPACING- 2-M
CSI.
DEFL
In 00
Well
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.88
Vert(LL)
-0.19 16-17
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.66
Vert(CT)
-0A416.17
>879
180
BCLL 0.0
Rep Stress Ina YES
WB 0.74
Horz(CT)
0.06 29
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight 321 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or2-2-0 0o purls s, except
BOT CHORD ZA SP No.2 •Except•
end verticals.
B4: 2x4 SP No.3 BOT CHORD
Rigid w1hig directly applied or 6-0-0 oc bracing.
WES 2x4 SP No.3 WEBS
1 Row at midpt '6-20, 7-19. 9-17
OTHERS 2x4 SP No.3'ExoaW
BLt: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0 (min. 0."), 20=0-6-0 (min. 0-2-13), 29=0.5-0 (min. 0.1-8)
Max HOrz2=449(LC 8)
Max Uplift2=263(1-C 5), 20=-063(LC 8), 29=384(LC 9)
Max Grav2=583(LC 17), 20=2380(LC 1), 29=1298(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=-4461214, 34=166/554, 4.5=1031465, 5-6=103/465, 6.7=-8581267,
7-8=10171385, 8-9=1017/374, 9A D=2519R60, 10-11=21681603, 11-12=1372(399
BOT CHORD 2-22--446I324, 21-22=-4501327, 20.21=4501327,18-19=265926, 17-18=2651726,
10-15=1488f536,14-15=39911372
WEBS 3-22=2021271, 3-20=7301510, 5-20=-0421275, 6-20=1370/339, 6-19=191/970,
7-19-6351208, 7-17=-56f313, 8-17=206/545, 9.17=997/446, 9.15=48711599,
15.17=344/1250,11-15=255M97,11-14=10141386,12-14=48311670, 12-29=13061386
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=l24mph; TCDL=5.OpsF, BCDL=5.Opsh, h=161k Cat 11; Exp C, End., GCpi=-0.18;
MWFRS (envelope); porch left exposed; Lumber DOL-1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other thre loads.
6) Bearing at)olnt(s) 29 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should vedfy capacity of
bearing surface.
7) Provide mechanlcal connection (by others) or truss to bearing date capable of withstanding 100lb uplift at joints) except (p=1b) 2=263.
20=663. 29=384.
LOAD CASE(S) Standard
at
\N�\�'�
7 �
/ PE 605 `
OR[D:
S QNA IENG\\����
1
job
iruss
truss lypo MY
Mw-2864Sawgress
A7
RoofSpedal 1 1
Job Reference o clonal
6.00 12
NOP2X STP=
2x4 II 2
1
24
4x5 = 21K4 II
23 72
NOP2x STP=
3x6 =
318 =
1-2-7
Dead Load Deb =114 in
3x6 3,6 =
2x8 II
8 9 10
bx6=
Us 9
3x4 ItM3,6=
5x5 =
=
7
11 12
1 ?
W7
731�
II
21 20 19
18
315= 3x6_ 7x12=
3A 11
LOADING(psf) I SPACING- 2.0-0 I CS1. I DEFL In Qoc) Was Lfd
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 VeN(LL) '0.18 18-19 >999 240
TCDL 15.0 Lumber DOL 125 BC 0.60 Vert(CT) -0A218-19 >922 180
SCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(CT) 0.08 31 We n/a
BCDL 10.0 Code FSC20171TPI2014 Matrbc-MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD
BOT CHORD 2x4 SP No2'Except'
B4: 2x4 SP No.3 BOT CHORD
WEBS 2x4 SP No.3 WEBS
OTHERS 2x4 SP No.3'Except'
BLI. 2x6 SP No.2
REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 22-G43-0 (min. 0.2-7), 31=D-5.0 (min. 0-1-8)
Max Horz2=468(LC 8)
Max Upd82=230(1-C 8), 22=-S50(LC 8), 31=410(LC 9)
Max Gmv2=734(LC 17), 22=2086(LC 1), 31=1385(LC 1)
FORCES. Qb) - Max CompJMax Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 23=-773/188, 6-7=1124/303, 7-8=12031383, 11-12=1925/556,12-13=1950/556,
13-14=1292/373, 8-9=10071375, 9-10=1016PJ77, 10-11=1238Pd60
BOT CHORD 2-24=dgW613, 23-24=-093/613; 22-23=493/613, 21-22=271/197, 20.21=-3591929,
19.20=3591929,16-17=37311292
WEBS 3.24=01277.3-22=69M14.5-22--442/188,6-22=1191/287,6-21=165/989,
7-21=537/168, 7-09=34/275, 9-19=111/523, 11-19=12951480, 17-19=581/l924,
13-17=2621940,13-16=10691399, 14.16=-47711663,1431=1390/412
PLATES GRIP
MT20 2441190
Weight 3131b FT=20%
Structural wood sheathing directly applied or 3-6-3 oc purgrrs, except
and verticals.
Rigid calling directly applied or 8.2-0 oc bracing.
1 Row at midpt 7-21. 7-19, 11-19
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3seoond gust) Vasd=124mph; TCDL=5.Opsf; BCOL=5.OpsF, h=16ft; 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 ponding.
4) Ali plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed fora 10.0 psf bottom chord live lead no iconcumem with any other live loads.
6) Searing at)oird(s) 31 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ile uplift at)olnt(s) except at --lb) 2=230,
22=550, 31=410.
LOAD CASE(S) StandardiaA M. ez�//
1 S �
1 PE 605
JOD
Imss
Iruss Iwo
MW-28eSawgran
AS
Raaf Spedal 1 1
,lob Reference p 8onei
JeYN6T 1NSS, Y4 Yl[r®,YL, .KWI
, , ,
ID2gdWFKK3H3Hu0BdOceYMCFy76_2-eXIBJ7UB
- -0-0 &11 4 12-0-0-13-0A-19-9�-
-- -23-0-0 212-T 14 33813--39-10-'
` 2 0-0I 6-11.4 -0-1 441-0 1 8-53
-%-0
13-2-13T 32-7 3-2-7
US
2z4 II 416 =
-
8 9 10
3x4 If
_
��v
3x5 i
6x6 =
7 .•
7
11 12
3z5 G
Us= 4x6=
6.00 12 3x5 4 6
W9
3
5
NOP2X STP= T
7
2x411 2 Ri A,8
5z74
1
24 22
21 2D 19
16
US = 2x4 II NOP2XSTP=
Us = 316 - 7x10 =
3z4 11
3z6 =
3z5 =
6.11.4 13" 19-93
26-2-7
I
(I-4.12 I 6S3
1 B:r3 I 8-10-9
4a
Plate Offsets (X,Y)- [4:03-0,0.24), [5:0.3-0,Edge), [6:0-2-0,0-1.81,
[8:0-2-3,Edge], [10:0.".G.2-81, [11:0.2-B,Edge1, [14:U38,03-0), [1t
.03-0L t25:0.23.0-1-01�7:0-M D-13]D-1-81
"
LOADING(psf)
SPACING- 2-04)
CSI.
OEFL In goc) Well
Ud
TCLL 20.0
Plate Grip DOL 1.25
TO 0.92
Vert(LL) -0.23 18-19 >999
240
TOM 15.0
Lumber DOL 1.25
BC 0.60
Vert(CT) -0.66 18-19 >690
180
BCLL 0.0
Rep Stress Ina YES
WB 0.90
Hcrz(CT)- 0.05 31 We
n1a
BCDL 10.0
Code FBC20171rP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Excepr
B4:2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP N0.3-Excepr
131-1: 2x6 SP No.2
Sim
16
3x5 =
Dead Load DefL = SN61n
4z6 =
416 =
5z12 =
14
d
PLATES GRIP
LIT20 2441190
Weight 303 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc puffins, except
end verticals.
BOT CHORD
Rigid calling directly applied or 6-0-0 oc bracing.
WEBS
1Raw at nudist 11-19
REACTIONS. (sae) r-0-8-0 (min. 0.1.8), 22=0-8-0 (min. 0-2-12), 31=0-5-0 (min. 0.1.8)
Max Horz2=451(LC 8)
Max Upli82=1176(LC 8), 22-607(LC 8), 31=385(LC 9)
Max Gnw2=582(LC 17), 22-2315(LC 1), 31=1317(LC 1)
FORCES. (lb) - Max. CompdMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 23=451170, 3-0=1461464, 45=1651512, 5-6 1179/586, 6-7=865N 92, 7-8=11021317,
11-12-17271484,12-13=17691490,13.14=12101344, 8-9=964/312, 9-10=968P312,
10,41-1128/310
BOT CHORD 2-24=-3721331, 23-24=-3721331, 22-23=3721331, 21-22=512140, 20-21=2531672,
19-20=253/672,16-17=-344/1210
WEBS 3-24=D275, 3-22=894/356, 6-22-17481502, 6-21=292H462, 7-21-746f232,
7-19=116f538, 9-19=-4298, 11-19=10971398,17-19=-500H702,13-17=210/804,
13-16=1007/376, 14-16=-04311569, 1431=1322Pd87
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vesd=124mph; TCDL=S.Opsh BCDL=S.Opsh h=16ft; Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates ere MT20 plates unless otherwise Indicated.
5) This buss has been designed for a 10.0 psi bottom chord live load nonconcunem with anry other live loads.
6) Bearing atjoint(s) 31 considers parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except at --lb) 2=176,
22--607,31=385.
\\\\N -\a\% J/N///
W /
i PE 605 gin;
ai
LOAD CASE(S) Standard
STA1F
O
�i///ASS 01VAR� MLVNG�\\��
job
Tmss
Iruss lype
MW-2865axgress
A9
Roof special 1 1
Jab Reference a tional
Sau0rem Truro, Ft ' n FL, 34951
2-0-0—fi 4 0
10d-0 3-0-0 ilF93—
1-0p
Ren: eY30 a Oar 21 :
ID2gdWFKK3H3HL
2e-2-7
I2-00i
4-0-0�3-0-018-&3
1�2-1'3
&2.7
4x6 MTMS�
2x4 II
-
3x5 G
6 7
a
3x6 4
6x7 — 3x6 = S
6.00 12
3
III
NOM =
2A II 2
1
2321
20
19 18
415=
2x4 II NOP2XSTP--
3x5=
3x6= W2=
3x6 =
Sx5 =
Dead Load Dan. -114 in
US =
5x12 =
13
130
I$
14
3x4 II
LOADING(pst)
SPACING-
2-0-0
C51.
DEFL
in Poo)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.87
Vert(LL)
0.20 21.23
>818
240
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.81
Vert(CT)
-OA6 17-18
>841
180
MT20HS
1871143
BCLL 0.0
Rep Stress Ina
NO
WB 0.99
Horz(CT)
0.06 30
We
nla
BCDL 10.0
Code F13C2017RP12014
Matrix -MS
Weighb30111a
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
BOT CHORD 2x4 SP No.2 'Except'
B4: 2x4 SP No.3, B2. 2x4 SP M 31
BOT CHORD
WEBS 2x4 SP No.3
WEBS
OTHERS 20 SP No.3 •Except•
BL1:2x6 SP No.2
REACTIONS. (size) 2-0$0 (min. 0-1-9). 21=0-8-0 (min. 0-2-8), 30=0-5-0 (min. 0-1.8)
Max Horz2=401(LC 8)
Max Uplifl2--012(LC 8), 21=1331(LC 8), 30=-438(LC 22)
Max Gmv2=860(LC 17), 21=3013(LC 1). 30=1291(I-C 1)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2.3=11691606, 3-31=537/630, 31-32=537/630,432=5371630, 4-5=579/771,
5.6=-91IWU2, 6.7=1101/512, 11-12=14051477,12-13=W51477, 73=-1078/515,
8.9=1071/510, 9.10=23461839, 1D-11=20981713
BOT CHORD 2-23=-801/1019, 23.33=814/1051, 33-34=81411051, 34.35=814/1061, 2235=81411051,
21-22=814/1051,20-21=6631510,19-20=460/754,18-19=-460f754,10-16=-715/345,
15.16=71512054
WEBS 3-23=2801/04, 3-21=1723/1265, 521=1896f710, 520=509/1481, 6-20=-8161393,
6-18=-325/840, 8-18=3431241, 9-18=5461243,16-18=52OM334,11-15=9141321,
12-15=-397/226, 13-15=,567/1673, 9-16=476N393,1330=1299/441
Structural wood sheathing directly applied or 35-15 on pud'ms, except
end verOwls.
Rigid calling directly applied or 5-11.4 oc bracing.
1 Row at midpt 3-21, 8-18. 9-18
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf. BCDL=S.Opsh h=16ft; Cat 11; Exp C; End., GCp1=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to preventwater ponding.
4) Ali plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
6) Bearing at)olm(s) 30 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except at --lb) 2=412,
8) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s)179 lb down and 211 lb up at 6-4-0, \ M BL
down
and 192Ib doand 223 lb up at 7-1-13, and 192lb down and 223 lb up at 9.1-13 on top chord, and 344 lb down and 253 Ib up at 644�
dThe design/seledion off such connection8delvice(s) is the responsibility of others. 2521b down end 1751b up et 11.1-13 on bottom chore �-,�CENS�,�` �•�/i
9) In the LOAD CASE(S) section, loads applied to the fete of the truss are noted as front (F) or bark (B). /
PE 605
LOAD CASE(S) Standard
Continued on page 2
•.`ORM
S ONA i
C,
job
IMSS
lWas type
MW-2at,a,ntass
A9
Roof Spedal 1 1
Jab Reference (ootionall
aoumem lrvss, Ft PVire, FL, 34BS1 Run:8230s Od212018Pr 8230s (k]12018MRsklnEuseles,lne. Fe O2C31113r:CD2e18 Y s[
ID:2gdWFKK3H3Hu08dOwYMdFy78_2-WwQyPOblgsft4F YaDPrlrSggetd07Se3Wnm5 mgl
LOAD CASE(S) Standard
1) Dead + Roof Live (balanm# Lumber Increase=125, Plate Increase=125
UnHorm Loads (plQ
Vert 1-3=70, 34=70, 4-7=70,11-13=70, 17-27=-20,14-16=20, 7-9=70, 9.11=70
". Concentrated Loads Qb)
Vert 3=78(B) 23=259(8) 31=123(B) 32=123(B) 33=-69(B) 34=-69(8) 35=252(B)
GE
'T all
i PE 605
1 =
I
ti 1 ST
i////FsS ON�RtLIENG��\\\
jou
imss
truss lype y
1
UW-288—%WW se
AID
Roof6pecial 1 1
Job Reference(optional)
Swe em Toss. FL Pierm, FL, rJ4951
( 6
6X7 =
6.00 Ff2
I 41C
2x4 11
Dead Load Defl. = 5116 in
OHS=
23
NOP2X STP= 315 = 3x8 = 3xg = 12 11 10 9
2x6 It 2x4 II 4x12 = 4x5 = 2x6 II
LOADING(pSO
SPACING- 2-0-0
CSI.
DEFL
in (loc) Well Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.82
Vert(LL)
-020 13-14 >999 240
MUD 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.93
Vert(CT)
-0.5113-14 >848 180
MT20HS 1871143
BCLL 0.0
Rep Stress Inv YES
WB 0.99
HOrz(CT)
0A2 23 nla nla
BCDL 10.0
Code FBC2017f P12014
Matrix -MS
Weight 286lb FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2'ExcW
TOP CHORD Structural wood sheathing directly
applied or 2-2-0 DO pudins, except
T4: 2x6 SP No.2
end verticals.
BOT CHORD 2x4 SP No2.Excepr
BOT CHORD Rigid calling directly applied
or 2.2.0 ac bracing.
B3:2X4 SP No.3
WEBS
1 Row at midpt 4-14, 6-11, 7-10, 8-10,1-17
WEBS 2x4 SP No.3 •ExcepC
W12:2x4 SP M 31, W11: 2x4 SP No2
OTHERS 2xB SP No2
REACTIONS. (size) 17=0-8-0 (min. 0.2.1),23=045-0 (min. 0.1-8)
Max Horz17=79(LC 8)
Max UpIift17=-047(LC 5), 23-751(LC 5)
Max Gmvl7=1742(LC i), 23=2384(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=14191405, 2J=20721651, 3-0=20721651, 4b=27931T78, 5-6=28291783,
6-24=24201682, 7-24=24251682, 7-25=18581570, 25-26--lamI570, 26.27=18581570.
B-27=18581570,1-17=16871471
BOT CHORD 1576=36411176,14-15=3 11176,13-14=-6282233, iD-11--60311967
WEBS 2-16=768293,2-14=-01011321,3.14=579f335,4-14=2591176,4-13-36711116,
6-13=2631173, 11-18=12447341, 6.18=12541344, 11-13=-6542610, 11-19= 3671888,
7-19=-3301804, l(-20=19071687, 7-20=19071687,10-21=8402742, 8-21=8142658,
1-16=-36911471, 8-23=25421805
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=5.Ops1; BCDL=5.Opsf, h=16f ; Cat. II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other rive toads.
6) Bearing atjoint(a) 23 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (Ir-Ib)17=447,
23=751.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 267 It, down and 1461b up at 25-8-2.267 lb
The desigN ection of sand 146 lb uch conat nnnectIon device(s) Ls the respan biiiand 146 lb ty of otherat s.
and 2671b down and 148I6 up at 34.6.2 on top chord.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1f.-
LOAD CASE(S) Standard _ PE 760511
Continued on page 2 Il/IN(jJl
-O S((TAi'7 '
ORID
SONA� VE', \\\\.
10
im
Nss
iniss lype
MW-286-Sawgre
A10
Roo(Spedal 1 1
Job Rare,.. a bnal
Sautlrem Tn .FL Ple , FL. 3951 Run:B sOd212mBP tB.230aO 21 Zeta MI"Inawa . lac. m Uae n ii:frea"Ic raga
(D2gdWFKKSH3HuOBdDmYMdFy76_2-96_KrkbMUgrJdPZk7M4a2_OH2BOga W L4XJdty6mgH
LOAD CASE(S) Standard
1),Deed + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loads (PIf)
Vert 1-2=70, 2-0=70, 4-6=70, 6-6=70,13-17=20, 9.12=20
>w. Concentrated Loads (lb)
; - Vert 24=227(B) 25=227(B) 26=227(B) 27=227(121)
JOb
IrUSS
Imss lype y
MW-28649awli—
All
HIP 1 1
Jab Reference (oWanel)
6.00 12 5x5 =
:i..: 2
NO
3x5 =
2x4 II IDcs II sxs =
• 314 = 3x6 = 3x4 = 6,5 =
Dead Load Dell. -114 In
LOADING
SPACING-
24)-0
CSI.
DEFL
in oc
Well
Lid
PLATES GRIP
TOLL 200
Plate Grip DOL
us
TO 0.89
Vert(LL)
-0.17 13-14
>999
240
MT20 2441190
TOM 15.0
Lumber DOL
1.25
BC 0.83
Vert(CT)
-0.4413-14
>989
180
BCLL 0.0
Rep Stress Ina
YES
WS 0.9B
Horz(CT)
0.11 9
We
Na
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight 223 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Excepr
B3:2x4 SP No.3, B2: 2x4 SP M 31
WEBS 2x4 SP No.3
REACTIONS. (size) 17=0-8-0 (min. O-1.15), 9=0.8-0 (min. 0-2-2)
Max Ha zl7=339(LC 9)
Max UpliR17=401(LC 419=-470(LC 9)
Max Gravl7=1643(LC 1), 9=1795(LC 1)
BRACING- '
TOP CHORD structural wood sheathing directly applied, except end verticals.BOT CHORD Rigid calling directly applied or7-11-9 oc bracing.
WEBS 1 Row at midpt 3-16,513
FORCES. (Ib) - Max. CompJMax. Ten. - Ail forces 250 0b) or iess exceptwhen shown.
TOP CHORD 1-2=1076a92.23=-917282, 3d=21151637.4-5--2i 16/637. 5-8=22021664,
6-7-2564I691, 73=-28721719, 8-9=-3O881717,1-17=1621/408
BOT CHORD 16-17=-561335, 15.16=37311859, 14-15=-373/1859,13-14= 4372277, 9-11=5352676
WEBS 3-16=114011476, 3-14=981631, 5-14=-000207, 5-13=271200, 7-13=-5501351,
11-13=-4922560,1-16=36811383, 6-13=108/678
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7.10; VuIh160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF BCDL=5.Opsf; h=16ik Cat II; Exp C; End., GCpF0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This buss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads.
6) Provide mechanical connection (by others) of buss to hearing plate capable of withstanding 10016 uplift atjolnt(s) except Qt=lb)17=401,
9=470.
LOAD CASE(S) Standard
\�\------
it, PE �605
ST
S ONA i `Vi G\\\\\\
(�
job
Truss
Imes type Y
M*286Sawgraw
Al2
FOP 1 1
Job Refs... o Ilona
eaanan T.. FL Plain. F ,34951
e ao rt2
Sx5 =
2x4
NO
3W =
3W =
3x8= 2W II 5x7=
Dead Load Den. - 114 in
Sx4 = 2t4 II 44 = 2x4 II 3x5 =
8-7-12 155.4 22-i-0 24-0.14 30310 %14
l s7-12 I s&e I 12 I z31a 1 S1 o-1z
Plate Offsets (KY)- 12:G-2-8
0-2-01 V:G-644 0.231 f8.0.2-14
0.13) r13.0.4-0 0-2-01
I15.0-2-4 0341
r1B:0.1-lZD-1$ 119:G-2-00-2-121
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in Qoc)
Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.62
Vert(LL)
0.19 15-16
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.80
Vett(C)
-0.42 15-16
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.85
Horz(CT)
0.13 10
We
r9a
BCDL 10.0
Code FBC2017f M2014
Matm(_MS
Weight 226 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No2
SOT CHORD 2x4 SP No2 •Except'
83: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly epplled or 2-10-4 no purling, except
end verticals.
BOT CHORD
Rigid celling directly applied or7-6.6 oc bracing.
WEBS
1Row at mldpt 5-115, 2-19
REACTIONS. (size) 10=0-8-0 (min. 0-2-2),19=0$0 (min. 0.1-15)
Max Hot219=321(LC 9)
Max UpII t10=-049(LC 9). 19=-470(LC 4)
Max Grav10=1795(LC 1). 1"643(LC 1)
FORCES. (lb) - Max. CompJMax Ten. -All farces 250 Qb) or less exceptwhen shown.
TOP CHORD 23=2D011643, 3-0=-26861960, 4-5--26881860, 5-0=2618f821, 6-7-25941813,
7.6=-2509f/32, 8-9=2523,705, 9-10=31351784
BOT CHORD 18.191--SW567, 17-18=-04212001, 16-17=442I20D1,15-16=6112688, 6-iS=-3561212,
12-13=6032729,10.12--032729
WEBS 2-18=-59211921, 3-18=10651465, 3.16=28ve91, 5.16=-428244, 7-15=38gH2O9,
7-13=-3031145, 13-15=3732137,9-13=.645I320,9-12=0258,2-19=-16231564
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=6.opsf; h=16ft; Cat II; Exp C; End.. GCpt=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) AO plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100In uplift at)oint(s) except Qt=1b)10--449,
19=470.
LOAD CASE(S) Standard
cS(T Q i
ion
Truss
I russ type Y
MW-2865aWW=
A13
15P 1 1
Job Reference fional
Dead Load Defl. =19 in
315 =
5x8 =
6.06 12
3X6 = 54=
6
7 8 9
3x5
3x8 6
5
5 3x5 O
2x4 II 4
\'N5 W5
10 3x6
3
17
2x4 If 1
1 415
y
j1 12 2X4 11
24
22 1s 5
16
3 4
25
23
21
US=
4,6 = 3x5 =
3x6 3x5 = 11
EMIA
70
n
Us=
18 17
15
14
3x4 II
316 =
5x5 II
2x4 II
sx14 =
5.1-0 5-141 1543d 24-0.3 30-8-0 41-2-14 49-8-14
S1-rr 1nra 1 a.a_a I n-413 I 1nr.1a i e-6-0
Plate Offsets MY) - r5:0.1-0
0-1-81 I6:0-6-0 0-2-81 19:0-0-8
0-2-41 rl2.0-2-00-1$ rl4:Edge.Og.8)
119:03-00.3-01
l26:0-2-0 0-2-01 126:0.2-3
0-1-01 f28:64.3 0.1-g1
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
in (loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
Ved(LL)
-027 23-25
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 125
BC 0.97
Vert(CT)
-0.5723.25
>945
180
BCLL 0.0
Rep Stress lncr YES
WB 0.93
Hoa(CT)
0.16 14
We
n/a
BCDL 10.0
Code FBC2017fPP12014
Matrix -Ms
Werght:3191b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD Structural wood sheathing directly applied, except end verfieals.
T3,T6,T4: 2x4 SP M 31
BOT CHORD Rigid ceiling directly applied or 2.2-0 on bracing.
BOT CHORD 2x4 SP No.2 *Except-
WEBS 1 Row at midpt 6-25, 6.21, 9-19
B5: 2x4 SP No.3
JOINTS 1 Brace at Jt(s): 19
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 5-5-0except (It--length)14=Mechanical.
Qb)- Max Hoa2=-196(LC9)
Mate Uplift All uplift 100 lb or less atJoint(s) except 14=365(LC
9), 25=-674(LC 8). 2=150(1-C 18)
Max Grev All reactions 250 lb or less atjoint(s) 2, 2 except 14=2118(LC 1), 25=2626(LC 1), 25=2626(LC 1)
FORCES. Qb) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=1951765, 3-0=89/617, 4-5=771762, 5-6=2210/582, 6-7=2705/802,
7-8=-2705/802,8-9=25921747,9-10--30581778,10-11=2321/659,11-12=-2556/639,
12-14=2039/599
BOT CHORD 2-25--611f279, 24.25=337/1459, 23-24=33711459, 22-23'-.958/1897, 21-22=-356/1897,
20.21-5=705, 19-20=-528/2705,17-19-0/306, 9-19=997791
WEBS 3-25=-3771274, 5-25=29OW624, 6.23=287/192, 5-23-1311699, 6-21=394/1166,
8-21=6211343, 8-19-356P241, 10.19=151/559,10.15-1041/326, 15-19=-045/2268,
12-15=3982131
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat 11; Exp.C; End., GCp1=0d8;
MIWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This buss has been designed for a 10.0 pal bottom chord live load nonconwrtent with any other five loads.
5) Refer to girder(s) for truss to truss connections
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 in uplift at joint 14, 574 lb uplift at joint 25,
150 lb uplift at joint 2 and 150 It, uplift at Joint 2.
LOAD CASE(S) Standard
Joe
roe5
1russ lype
MW-2865eware®
A14
Hip 1 1
Job Reference o tional
.S'eumem IN99, �L Ylelre,YL, a6eS1 Nun:n.ZiaaO 21201a VIInCUZuaae1212u1nM1plex Inouamee.nrc, rnvecn».«<o �u,o rnva,
ID2gdWFKK3H3Hu0BdOcsYMdFy76 2-ODr56nXOHAAOsVMm101agfCfaKrP mwoyx Kyumgu
2 Z 1.1 13-&0--1&512 251=12--30-8-0-34$-14 42-T-2 -494M
'2-0-0 7-0.10�6-1fi 1 bAl2 5-e-0 I 5L4 F 4-0-14 I 7�3d I
-
Dead Load Dee. = 7H6 in
3x5 =
. 6.00 12 5x5
3x5 = 3x5 =
3x4 II fig =
5
6
7 8
9 10
3x5 4
-
US
3x6 O
Sall
34 10
w
4
11 12
Is
NOPT7C STP=
4x6 - d
2" II 2
1
p 13
23 22
21 20
19 -
16 2 qR
2x4 11 5x8 WB= 3x5=
4x5 = 3x8 =
18 17
t5 14
3x4 11 4x12 =
3x6 = 3x6 Mf20HS II
419 =
134f-0
22312
308-0
34-6.14
42-1-2 49$-14
U7-6-10 I
10 6- . 1
-i
e-7-12
Bd-0
1 4-0-14 I
1
7-0-4 7-7-72
Plate Offsets (X.Y)- f5.0-2-8
0.2-41 [70 0-B-0 D•1-121 f13.03D
0.1-8I 115.0.2.8 0-1-121
117.0.5.12 0.2-01 N9.0-4-0 0.1-41
124:0-2-3 6.1.01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc) Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.95
Vert(LL)
0.30 19-20 >999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.82
Vert(CT)
-0.7319-20 >814
180
MT20HS 1871143
I
BCLL 0.0
Rep Stress Ina YES
WB 0.95
Horz(CT)
0.28 14 n/a
We
BGDL 10.0
Code FBC2017JTP12014
Matrix -MS
Weight314lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP N0.2'ExceW
TOP CHORD Structural wood sheathing directly applied, except end verticals.
T5,T1,T6: 2x4 SP M 31
BOT CHORD Rigid ceiling directly applied a 6-0-0 oc bracing.
BOT CHORD 2x4 SP Na.2'ExcepY
WEBS
1 Row at mfdpt
6-22, e-19,10.17,12-17
BI,B2: 2x4 SP M 31, B3: 2x4 SP No.3
WEBS 2x4 SP No.3'FJxcept'
W7,W6:2x4 SP No2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0.2-0),14=Mechanical
Max Herz2=166(LC 7)
Max UpliM=560(LC 8), 14=.512(LC 9)
Max Grav2=2379(LC 1)• 14=2229(LC 1)
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-03521998, 3d=-0133/1001, 4---J701/947, 5-6=.32371889, 6-7=-397111050,
7-8=-397111050, 8-9=-3795I1049, 9-10=3781/1047, 10.11=2736f788, 11-12=286W58,
VA3=2902I683,13.14=2157/542
BOT CHORD 2-23=9377J800, 22-23=937/3800, 21-22-943r3842, 20.21=94313842,19-20=956/4023,
0-19=342/203,16-17=536/2505,15-16=536125D5
WEBS 4-23=1U275, 4-22=6921353, 5-22=244M238, 6-22=10561410, 6.20=74/418,
8.19=-071R15,17-19=-56112940, 10-19=729Y2745, 1047-1518(437, 12-16=524r230,
13-15=-53712502
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=S.Opsf; BCDL=S.OpsY, h=16ft; 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) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord five load noncencunent with any other live loads.
6) Referto girders) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 2 and 512lb uplift atjoim
14.
LOAD CASE(S) Standard
\\\\\__\1a\�4kl lI B/////L//
/ NN
PE 605
a 1�=
` ST7� E�
Al O
//////SSo�AiIlixG?�\�� 1~
Job
Truss
truss type y
MW-2a&Sew9reea
A15
_.
Roof3icdel 1 1
.-.. ..
Job Reference o 'onal
_n.�n. ..n.n..m_,. ,-.�•v�,-- Mn-.. 9, 11.1f�lP •1Ma P�nw1
ID2gdWFKK3H3Hu06dOcsYMdFy78_2•LAnDgSMiP10 fihpn3ugps mg
&2-60Q-0{ )�S-11z2I -24612 s28-0 3614—I 41486~ 91411 z<8U-0-14 6-0-4
Dead Load Deb. = 71161n
Sx8 =
3x5 = 3x5 =3x6 =
3x4 II
&S =
SLOP 4 5 6 7
9
• �.� 3x5
3x5
3
4
In
T
4
a
NOMSTP=
I
4x5�
2 2x4 II 2
11
Cb
1
22 21 20 19 18
17
1
Iq
I`W
4,6 = 2x4 6 3x6 = 46 = 3x5 = 3x5 =
16
15 14 13 12
3x4 It
419 = 3x6 = 4x7 = 5x5 11
e•1-418-1-12 24-i12 30-0-0
3G8-14
43.1-2 49814
6-1< 5812 66-12 83-0 &2-4
IN
6d1 b-7-12
Plate Offsets (X.Y) - f4.0-5-8
0-2-0] f9.0.7-00-249111.0-2-0 0.1 12) r12'Edg 0.3-e1 113:0 1-12 0.1-12]
(15.0.3A0.1421
AT.0-4-0 0341 123:0.2-30.1-01
LOADING(paf)
SPACING- 24)-0
CSI.
DEFL.
In Qoc) Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.97
Vert(LL) 0.38 18 >999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Ved(CT) -0.6017-18 >745
180
BCLL 0.0
Rep Stress lncr YES
WB 0.95
Horz(CT) 0.32 12 We
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrb(-MS
Weight 311 Ile FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 wExcepP TOP CHORD
Structural wood
sheathing directly applied, except end verticals.
T2: 2x4 SP M 31 BOT CHORD
Rigid ceiling directly applied a 2-2-0 oc bracing.
BOT CHORD 20 SP No.2 •Except• WEBS
1 Row at midpt
6-17, 9-15
B3: 2x4 SP No.3, B2: 2x4 SP M 31
WEBS 2x4 SP No.3 -Except*
W6,W5: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0A-0 (min. 0-2-13),12=Mechardcal
Max Hcrz2=146(LC 7)
Max Upl182—'71(LC 5), 12-534(LC 4)
Max Gm2=2379(LC 1). 12=2229(LC 1)
FORCES. (Ib) - Max Comp./Max Ten. - All fomas 250 (Ib) or less except when shown.
TOP CHORD 23=-412411101, 3-0=3881/1060, 4-5-- 3 611278, 56=4734/1356, 6-7=-4450/1303,
7-8=445011303, 8-9=443911302, 9-10=2912/846, 10.11=27871708,11-127-21641560
BOT CHORD 2-22=1023/3881, 21-22=102313881, 20-21-881Pd395,19-2U=68113395,
18-19=117414396,17-18=123514734, B-17=-4561264,14-15=-567/2413,
13.14=-567/2413
WEBS 3.21=567295, 4-21=81/461, 4-19=61211441, 5-19=8481410, 5-18=1941637,
6-17=-482/183, 1577=605/2697, 9-17=-01512757, 9.15=10721389, 10-15=136283,
10.13=630251.11-13=,S 2454
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult-160mph (3-seccnd gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf,, h=16R; Cat. II; Exp C; Encl., GCp1=0.18;
MWFRS (envelope); 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 buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other five loads.
6) Referto girders) for truss to truss connections.
7) provide mechanical connection (by others) of truss to beating plate capable of withstanding 571 lb uplift at)oim 2 and 634 lb uplift st)oint
12.
LOAD CASE(S) Standard
`-Z� �t. ,�GEN4��/�i
PE 605 `
UL 1 =
ST
///; ONAL'ENG�\\\\\ G
J
im
Truss
Ituso lype wly Fly
MW-2%Zang
A18
Roorspedal 1 1
"on
Job Reference o
ID:2gd WFKK3H3Hu08dOrsYMdFy76_2-pGLbQ737XtOK0uUB1UpJE7yTGCYISfg6_erJy6mgB
02-0-05
2212
-0
41-2— ITVY7hI42
I 510-0 1-0
-
I 12&7-4
I4~T&ri '
78
Deed Load Deff. = 5/8 in
' 7x8 MT20HS=
6.00 12
.. 5 6x8 =
3X8 = Us =3X4 II 5x5 = 5X5 =
3X8 % 8e
7 8 10
2x4 \\
34
8 3Xro
WS
W5 12
NOP2x SiP=
0 3X4 11
2X411 2
1
1 13
23 21
78 , , 3 j$
20
1
3X522
4x6 = = 4x10 MT20HS=
2x4 11
5x14 =
18 17 14
3X4 11 64 = 3XG 5X6 =
3X5 =
741-4 75-0-o
22-11-12
30-8-0 343.7 420-14 1 48-8:14
I 7-2-12 I
7-11.12
I 1
7-8.4 441-7 7:1L 7-7-15
Plate Offsets (X Y).- (6'0-"
Edcel 110:0-1 12,0-2 01 111.0.2-B
0.2.41
f120.2-40.1-8]
f14:0-2.12 0.3-01 I1T0-3-12 0-2-01 122'0-54 0-1-U1 I24.0-2J 0 11 I
LOADWG(psf)
SPACING- 2-0-0
CSL
DEFL- In poc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC
0.94
Vert(LL) 0.64 19-20 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.82
Vert(CT)-1.0919-20 >548 180
MT2OH9 1871143
BCLL 0.0
Rep Stress Ina YES
WB
0.97
Hoa(CT) 0.39 14 We n1a
BCDL 10.0
Code FBC20171TPI2014
Matrix-IMS
Welght306lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31 -Except'
TOP CHORD Structural wood sheathing directly applied, except end verticals.
T3,T6,T1: 2x4 SP No2
BOT CHORD Rigid calling directly applied or 6-2-15 oc bracing.
BOT CHORD 2x4 SP M 31 'Except*
WEBS 1 Row at midpt 6-22, 7-22, 7-19, 11-15,12-14
B3: 2x4 SP No.3, SOS: 2x4 SP No2
2 Rows at 113 pts 10.17
WEBS 2x4 SP No.3'Except'
W3,W7,W6:2x4 SP No2
OTHERS 2X4 SP N0.3
REACTIONS. (size) 2=0-8.0 (min. 0-2-0), 14=Mechanical
Max Ho=2=153(LC 7)
Max Uplifl2 577(LC 9), 14=709(LC 9)
Max Gmv2=2379(LC 1). 14=2229(LC 1)
FORCES. Qb) - Max. CompJMmc Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=-W2/1174, 34=424111183, 4-6=422611210, 5-6=5488/1716, 6-7=4BO611469,
7-8=5366/1782, &9=5366/1782, 9-10=5332/1773, 10-11=-3086/1130,
11-12=2801/1011
BOT CHORD 2-23=923/3860, 22-23=76413323, 21-22=157115724, 20-21=1571/5724,
19.20=1571/5724, 9-19=-416241,16-17=-6972506,15-16=-697/2606, 14-15=703f2267
WEBS 3-23=-0041302, 5-23=259/662, 5-22=121913790, 6-22=Z734/952, 7-22=1192/442,
7-20=0/341,7-19=-422J141,17-19=101313693,10-19=103213607,10-17--3053/937,
11-17=39611232,12-15=981424. 12-14=29M12
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.OW. h=16ft; Cat 11; Exp C; Encl., GCpi=048;
MWFRS (envelope); Lumber DOL=11.50 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates ere MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord We load nonconcumerd with any other live loads.
6) Refer to girders) for truss to truss connections.
7) Provide mechanical connection (by others) of taus to bearing plate capable of wighstanding 577 lb uplift at joint 2 and 709 lb uplift at joint
14.
LOAD CASE(S) Standard
z /T PE
Ate 605 \ '
1�
////�ss �NA'
Jac
j ruse
1russ lypa Y
61W8863awgrese
AVRaofSPedel
1 1
Job Reference tonal
soumem i ruse, ri nerea, rr... -saa»
12
12
'2-00 �fr&5�4(-5-10-12 I 4$0 I 6-11=
10x10Mr20H6//
t 6.00 12
5 6x10 MT20HS=
�2 •294112
0
Us =
Us G
2x4 \\
34_
21
3,5 =
3xa =
e
20 19 18
4x6 = 20 II
we=
Sx6MT20HS= 4x6=
8 .e
16 15
3x411 4x12=
5x7 =
10
Dead Load De6,=131161n
3x6 1
1t
3x4 II
!q2
[
[$-
14 13
Sx6 = 54 =
LOADING(psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
I SPACING- 2iy
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Inv YES
Code FBC20171TP12014
I CSi.
TC 0.99
BC 0.91
WB 0.94
Matrix -MS
DEFL in (lac) Vdefl Lid
Ved(LL) 0.76 18 >796 240
Vert(CT)-1.4717-18 >405 180
Horz(CT) 0.45 13 Na We
I PLATES GRIP
Mr20 2441190
MT20HS 187A43
Weight 296 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 'Except' TOP CHORD
Structural wood sheathing directly
applied, except and verticals.
T6,T1: 2x4 SP No2 SOT CHORD
Rigid ceiling directly applied
or 5-5-12 cc bracing.
BOT CHORD 2x4 SP M 31 •Except'. WEBS
1 Row at midpt 5-19. S-19, 7-19, 9-15, 11A3
B3: 2A SP No.3, B4,B5:2x4 SP No.2
WEBS 2x4 SP No.3'Except'
W3: 2x4 SP M 31, W7,W6: 2x4 SP No2
OTHERS 2x4 SP No.3
REACTIONS. (sae) 2-0-8-0 (min. 0-2-0),13=Mechenlcel
Max Horz2=153(LC 7)
Max Up1102=377(LC 9),13=-709(LC 9)
Max Gmv2=2379(LC 1), 13=2229(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-4394/1180, 3-0=414011151, 4-5=-412311178, 5-6=7403/2292, 6-7=6435/1940,
7-8=-6728n178, 6-9=6676n163, 9.10--3423/1218. 10-11=28791986
BOT CHORD 2-21=-86513854, 20-21=726f3323,19-20=72613323,18-19=2044n194,
17-18=2044f7184, 8-17=3831222,14-15=70012502,13-14=6632072
WEBS 3-21-414I304, 5-21=185I601, 5.19=-1693f5301, 6.19=3624/1230, 7-19 -9761380,
7-18=0290, 7-17=5241135, 1517=-1111/3827, 9-17=1207/4155, 9-15--29581960,
10-15=49311511,11-14=161/597, 11-13=28051924
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=16ft; Cat 11; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); 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) The Fabrication Tolerance atJalm 5 =16%
6) This truss has been designed for a 10.0 psf bottom chord live load noncencunent with any other five loads.
7) Refer to girder(s) for truss to buss connections.
8) Provide mechanlcal connection (by others) of truss to beating plate capable of withstanding 577lb uplift at joint 2 and 709 lb uplift at joint
13
M-BL�q
',q -GENS+���`T���i
J/ PE 605 �t
s oAVl I ING \\\\ 0
LOAD CASE(S) Standard
JOD
fruss lype
y
MW-2e6-3ew9rass
ITTUSS
A78
Reef Spedial Girder
1
Z
Job Reference o lional
..�2-0-9I-5-94—�11-09 �13-8-0E-79-0-0 I 2S
t 2-0-0t k ; 5.94 62-12 23-0 , k 5-40 5
Sx7 —
SxS= .
6.00 12 4 5
. �/ 5x5=
3 6
4
NOP2X STP= 13
2x4 II p
1
24 2322 21 20
4x5= 2x4 II 3x6= 3x8= 3x5=
315 =
bx5 =
7
48 =
Us = 2x4 11
8 9 Is_
Deed Load Deb. - 3116 in
Us
12
18 30 31 77 323316 153435 36 143738 39 40 13
= 2611 4x6=313= 64= Us MT20HS 11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL,
in Qoc)
I/deg
LJd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.97
Vert(LL)
0.22 13-14
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL
I
1.25
BC 0.61
I
Vert(CT)
-0.3413-14
>892
180
MT20HS
I
1871143
BCLL 0.0
Rep Stress Ina
NO
WB 0.68
Horz(CT)
-0.04 18
me
n1a
BCDL 10.0
Code FBC2017fiP12014
MabbaMS
Weight 600 ib
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD
BOT CHORD 2x4 SP No.2'Except'
93: 20 SP No.2, B4,B5: 2x4 SP M 31
BOT CHORD
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEBS
REACTIONS. (size) 2-041-0 (min. 0-1-8), 18=03-0 (min. 0.2-1),13=Mechnical
Max Hor42=140(LC 7)
Max Uplift2=354(LC 25), 18=2061(LC 9), 13=-1793(LC 9)
Max Gnw2=1214(LC 1), 18=5009(LC 1), 13=3845(LC 18)
FORCES. (lb) - Max CompJMax Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 23=1891/482, 3-4=1344/369, 45=1115/396, 5-6=13231369, 6.7=1357/463,
8-9=44942235, 9-10--4494/2235,10.11=-44942235,11-12=-4267/2002,
12-13=314211494
BOT CHORD 2-24=430/1625, 23-24=430/1625, 22-23=4301i625, 21-22=187J1126, 20-21=303/1395,
19-20=278/105, 18-19=1391/427, 7-19=13261446, 18.90=1521/3297,
3031=152113297, 3132=152113297,1732=152113297,1733=152113297,
1633=1521/3297,1634=1521/3297,1534=1521132_97, 1535=169513733,
3536=1695/3733, 3637=169513733,14-37=169513733, 1438=1561300,
3839=1561300, 3940=156/300, 1340=1156/800
WESS 3-22=580280, 4.22=95I358, 521=731311, 6.21=347253, 6-20=7622591
7-20---40611847, B-18=4581/2099, 8-17=-69211602, 8-15=74011642, 10.15=44=03A,
11-15=556I702B,11-14=452/863,12-14=160013566
Structural wood sheathing directly applied or 4-6-8 Go pudins, except
and verticals.
Rigid telling directly applied or 1D-0-0 oc bracing. Except
6-M oc bracing: 19-20.18-19.
1 Row at midpt B-18
NOTES-
1) 2-ply truss to be connected together with IOd (0.131')G') nags as follows:
Top chords connected as follows: W -1 now at 0-9-0 om
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 or, 2x6- 2 rows staggered at D-9-0 oa
Webs connected as follows: 2x4 -1 now at 0-9-0 oc.
2) AO loads are considered equally applied to all plies, except 8 noted as from (F) or back (3) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only bads noted as (F) or (3), unless otherwise Indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opst h=1U4 Cat It; Exp C, End., GCpi=0.18;MVVFRS (envelope); Lumber DOL=1.60 plate grip
5) Provide adequate drainage to prevent water pondL=1.60
ing \
6) All plates are MT20 plates unless otherwise Indicated. \�
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. �� td'�� V\CEA1S��♦:�,/�
8)Refer to girder(s) for buss to tress connections. ♦ i
9) Provide mechanical connection (ry others) of buss to bearing plate capable of withstanding 354lb uplift at joint 2, 2081 Ib uplift � B PE
and 17931b at joint 13. . I..,
Continued on page age 2 ,� I
STi'��1=Z�/'� —
\RX
Job
Was
truss lype
MW-288SaWg2w
Ala
RaMSpedal GiNa Fry IF'y
2
Job Reference tibne
SauvM T .FL FL, 34951
Run:8230a Oet212018 nt8.230e Od212a1864TekrndusMay.lna. F 0ee211127.332018 Pa a2
ID:2gd W FKK3H3HuOB dOmYMdFy78_2-EAkVpi0MwV5HnITOJaBRysVjgK41km6N4CISey6png8
Hanger(s) brother connection device(s) shall be provided sulfident to support concentrated load(s) 465 lb dawn and 244 lb up at 26-3A, 455 Ib down and 2441b up at 28-3.4,
4551b down end 2441h up at 30-3d, 4551b down and 2441b up at 323-4, 455 lb down and 244 lb up at 3434, 455 lb dawn and 2441b up at 363.4, 4551b down and 2441b
up at 38-3-4, 455 lb down and 2441b up at 404id, 4551b down and 244lb up at 4234, 4551b down and 2441b up at 44-3-4, and 4551b down and 2441b up at 45.3-4, and
455lb dawn and 244 lb up at 483-4 on bottom dhord. The desloVselectlon of such connection device(s) Is the responsibility of others.
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced} Lumber lnaease=1.25, Plate Incry s 125
Uniform toads (pg)
Vert 1-4= 70, 4-5=70, 5-6=-70, 6-11-70,11-12=70,19-27=20,13.18=20
Concentrated Loads (Ib)
Vert: 16=-455(F) 30=-055(F) 31=455(F) 32=455(F) 33= 455(F) 31` 455(F) 35=455(F) 36=-455(F) 37=-455(F) 38=-455(F) 39--455(F) 40=455(F)
4
�;GENg4�'
_i PE 605 `�
w
NRi � SOANG�\\��
Job
Truss
iruse iype
MYw-296Sawtin4o
A19
Nip 1 1
J b Refs.. (ooaonap
Dead Load Deft. - 5116 in
Us =
6.00 12 `" n = 2x4 II 3a6 =
4,5 = Sx5 =
4 5 s 7
TA6 9
Sx7
3X51
10
3 4 W
V
I
NOP2X =
r:�
2x4 II 2
1
15 12 L4
14 13 L
22 21 20 19 16 17
S� =
16 axe = 2x4 II Us =
4x5 = 2%6 II 3x6 = 4x8 = US = Sw5 =
3x4 II
4x5 =
4( 1134914
64Y0 13-0.0 267.11 26-3-5 3Ds
F I I 11
sae -0-0 7a-11 z7-11 a1-0 s14
Plate Offsets XY) - 13•D.34
03,0t 14.0-5-19-2.4t t9•D-2-a
9-2at t15•or>0 g-3-4t 117•o-2-4 9-2-8t r19 o-2-12,o-2-0t r20 o-1-1z o-1-121 tzz o z-a.o-l-0t, rz3 t a1-m
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL in
Qoc) Well Lid PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.89
Vert(LL) 023
16 >999 240 MT20 2441190
TCDL 15.0
Lumber DOL 125
BC 0.87
Vert(CT) -0.5216.17
>999 180
BCLL 0.0
Rep Stress Ina YES
WB 0.93
Horz(CT) 0.13
11 Na n1a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weigh629416 FT=20%
LUMBER. BRACING -
TOP CHORD 2x4 SP No2'Except' TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
T3: 2x4 SP M 31 BOT CHORD
Rigid calling directly applied or4.11-11 oc bracing.
BOT CHORD 2x4 SP No2'Excepr WEBS
1 Row at mldpt 4-19. 7-19
B4: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W7: 2x4 SP No2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-M (min. 0.1.8), 11=0-7-14 (min. 0-2-5), 22=0-11.5 (min. 048)
Max Horz2=181(LC 8)
Max Uplifl2-403(LC 18), 11=503(LC 4), 22=900(LC 5)
Max Gmv2=5(LC 9). 11=1977(LC 1). 22=298D(LC 1)
FORCES. Qb) - Max CompdMax. Ten. -Ail forces 250 Qb) or less except when shown.
TOP CHORD 2.3=37411441, 3-4=1271/399, 4-5=23721814, 5-6=-23721814, 6-7=2372)814,
7.8=.323011052, 8.9=27221862, 9-10=-3097/921,10-11=35671954
BOT CHORD 2-22=1197MO7, 21.22=1120/387, 20-21=1120/387,19-20=260H014,18.19=7752879,
17-18=7752879, 8-15=791394,14.16=-83313229, 13.14=764/3124,11-13=764/3124
WEBS 3-2Y-28D2/817,3-20=-6062442,4.20=1064/3a2,4-19�613/1819,5-19=-581/d34.
7-1 g=-690211, 7-17=-3411=, 15.17=7772789, 7-15=951438, 8-14=989/394,
9-14=-306n11z,10.14=494256
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=5.Opsh BCDL=S.Dpsf; h=1611; Cat II; Exp C; Encl.. GCpi=0.18;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncancuaent with any other live loads.
6) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at Joint 2, 503 lb uplift at Joint 11
and 900 lb uplift at)oint 22.
LOAD CASE(S) Standard
\`oi�.CENii
\ S
PE 5
0 �
G ; ST /
qt 4
Pp`/kr\�l
////ss ONA
voEN \\\\ Q
Job
N56
I russ lype my
MW-286aawgrm
A20
+BP 1 1
Job Reference(optional)
JOu Iu I rL rle, . rL, %col
Dead Load Deft - 318 in
5x6 —
3x5 =
3x4 11
3XG = 3x8 =
4x.5 =
5,5 =
8.0012 5
6
7
8 9
10
17
3x4 II
' -- 4x5 O 4
3
-
12
4
4x8�
"d
T
9
3
12
NOP2XSTP=
5
11 s$
2x4 11 2
19i
jd
1
26
l�
20
�18
14
13
23 22
4x5=
18
17
NOP2XSTP=W=
Sx8=
Sxe=
3x5=
ram=
3x5=
4x5 =
3x4 II
ax9 =
5x5 =3x4 II
LOADING(Psf)
TOLL 20.0
TCDL 15.0
BOLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 125
Rep Stress Inns YES
Code FBC20171TP12014
CSL
TC 0.98
BC 0.96
WB 0.69
Matrix -MIS
DEFL in Qoc) Well Ltd
Vert(LL) 029 7 >999 240
Vert(C) -0.61 17-18 >855 180
HoR(CT) 0.14 26 n/a We
PLATES GRIP
MT20 2441190
Weight 308 lb FT=20%
LUMBER-
TOP CHORD 2x4 SP No2 *Except
BRACING -
TOP CHORD
Structural wood sheathing directly, applied, except end ver8rals.
T4: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or2-2-0 oc bracing. Except
BOT CHORD 2x4 SP Nn.2 -Except
10-D-D oc bracing: 15-16
B2,B4,B6: 2x4 SP No.3
WEBS
1 Row at midpt 5-21, 17-19,10.14
WEBS 2x4 5P No.3 *Except*
W8,W11: 2x4 SP No2, W16: 2x6 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2-0-6-0 (min. 0.1-8), 23=0-0-0 (min. 04A), 26=Mechancal
Max Hoa2=1S8(LC 8)
Max Uplifr2>982(LC 18). 23=1155(LC 5), 26= 493(LC 4)
Max Gmv2=227(LC 5), 23=3605(LC 1), 26=1807(LC 1)
FORCES. Qb) - Max. CompJMa Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3--84312695, 3-0=3111998, 4-5--308If 023, 5-6--24231797, 6-7=3531/1186,
7.8=3510/1188, B-9---3518/1188, 9.10=3209/1083, 10-11=23361`M,11-12- 27101796,
13-26=18071493, 12-13=17261531
BOT CHORD 2-23=2327f725, 20-21=-198/627,19-20=7312423, 7-1"B3/277,16-17--162/555,
10.15=123/539,14-15=948/3241,13-14=1501327
WEBS 3-23=2375f22, 21-23=24301788, 3-21—MB/1938, 521=2633/862, 520=7302330,
6-20=12911543, 6-1"97/1424,17-19=957/3113, 9-19=123260, 9-17=508280,
15-17=B252783, 10-14=13291500,11-,4=1701750,12-14=55011995
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=S.Ops,,, BCDL=S.Opsf; h=16ft; Cal It; Exp C; End., GCpl=0.10;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 par bottom chord live load nonconc ment with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 982 lb uplift at joint 2, 1158 is uplift at joint 23
and 493 lb upfift at joint 26. 11111)
Ms
N
PE
LOAD CASE(S) Standard
ORIV
\\ A �
Job
truss type y
MW-28&Sawgas°
A27
IVEY I
1ep 7 7
Job Reference LcRbJona
aoumem u,me, rx weas, ri... seem - , •••
ID2gtlW9- 3Uzz u08dOcsY SS-3-8 2-BcGEL 434-um02E0 494D exhTNhHhAVb g4
—5A16— B674 7&7d 22-2.7 �7-1-6 — -11-1 43-4.14-- d98.74
2d)-0 541.14 2 17 2 fi-7< 67-0 7.1� 6-77-1D 7-1.6 &4D
6x6 MT20HS=
6.00 12 3x4 II 6
3x4 If
3x6= Us= 3x5= Us= 3x8= 5x5=
8 7 8 M 9 10 12
Dead Load Defi. - 7116 in
N
i IMN
gg!
MT
4x7 =
24 23
NOM STP=Bxii _
3x4 II
Sxs =
11
416 19 18 17 16 15 14 -
Sx9 = 6x8 = 416 = 6x8 = Us II
3x4 If
214 II
LOAOING(psf)
SPACING-
2-0-0
CSI.
DEFL in
(lac) Udell Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL) 0.41
8 >999 240
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.67
Vert(CT) -0.7818.19
>677 180
MT20HS
1671143
BCLL 0.0
Rep Stress Ina
YES
WB 0.95
HDR(CT) 0.12
14 n1a Na
BCDL 10.0
Code FBC20171TPI2014
Matm-MS
Weight 2861b
FT=20Yo
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2'Except•
TOP CHORD
Structural wood sheathing directly applied, except end verticaL%
T1: 2x4 SP M 31
BOT CHORD
Rigid calling direly applied or 2-9.10 oc bracing.
BOT CHORD 2x4 SP No.2 *Except'
WEBS
1 Row at micipt 5-21,11-15
B2,B4: 20 SP No.3
WEBS 2x4 SP No.3'E:Kmpt'
W5,W9: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=048-0 (min. 0-1-8), 24=0-" (min. 03.1), 14--Mechanical
Max Hoa2=169(LC 8)
Max Upli82=•1697(LC 18), 24=1426(LC 5),14=496(LC 4)
Max Grav2=430(LC 5), 24=4282(LC 1). 14=1733(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3-1288/3995, 3-0=-69112166, 4-5=70712206, 5.6=20551708, 6-7=-394SM348,
7-8=-3946/1348, 8-9=390211338, 9.10=3723/1272, 10-11=-372311272,11-12=-20841705,
12-13=23OW31,13-14=1671/522
BOT CHORD 2-24=-3484I1136, 21-22=10531410, 20-21=-64712055, 8.20=-471I271,18.19=-701268,
17-18>1053/3395,16-17-1053/3395,15.16--1053/3395
WEBS 3-24=2522J810, 22-24=.3663/1216, 3-22= 5/42054, 5-22=.3080/1067, 5-21-114213509,
6-21=14961622, 6-20=7232142,18-20=1110fd506, 9-18=579/318, 11-18=-151/429,
11-16=0265, 11-15=1626/586, 12-15=133f $34,13.16�561H954
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=S.Opsf, BCDL=S.OpsF, h=1611; CeL II; Fxp C; End., GCpi=0.18;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates ere MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord five Ind nonconcummt with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1597lb uplift at joint 2, 1426 lb uplift at joint 24
and 496 lb uplift atjoird 14.
8) This truss has large uplift madion(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at
the bearings. Bugling designer must provide for uplift reactions indicated. \\\ ; 1J M. B( �/�
LOAD CASE(S) Standard
7 PE 605
•.`ORt�pi.�
S ON1�NG \\\\
��
JOD
Iruss
1russ lype Y
MW-286-,%% M
A22
Hip Girder 1
2 Jab Reference o onal
.70YIIIBIi1 1 N86, Yl YI8N9, �L, iYWI
i
3x4 II
4x5 =
6.00 12 �4x6 i
: 4"J '5 6 36
2x4
5
T
2x4 II 2
1 "
53
30 5229
Sx12 =
4x5= NOMSTP=
5x8 = 3x4 It
Dead Load DeiL a 314 in
3x4 II
4x6 =
5x10 =
4s4`=
S)r =
4xe =
414 =
20 II
4x4 =
6x8 =
37 7 839
84041
f9' 10 4243
11 44
12
4546131447 48
15 4950
1651
—
US C
1T
0 1
0
1
0
0
0
3
li,o d
25
�¢
54 27 55 56
26 516869
3x8 —
24 6061
23 52
22
63 64 65 2166 67
20 6869
19 70
78 71
2x4 II
706 Mf20HS=
3x5 =
6x10 MT20HS=
4x5 =
3x12 =
3x5 II
3x4 II 7x12 M720HS=
'
5414
6a-14 12813 176a 22-2-7 Z&113 314:3 3613 dpe-2 45J-14 d98U
5a-14 4-7-15 491 4 -15 4E-12 7-0 4-7-0 47-0 4812
LOADING (psi)
SPACING- 2-0-0
CSL
DEFL to
000) Well L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.67
Vert(LL) 0.82
25 >639 240
MT20 -
244/190
TCDL 15.0
LumberDOL 125
BC 0.82
Vert(CT) -1.33
25 >394 180
MT20HS
1971143
BCLL 0.0
Rep Stress Ina NO
WB 0.95
Horz(CT) 0.36
18 We nla
BCDL 10.0
Cade FBC2017/TPI2014
Mabix-MS
Welght636lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP NO2 -Except'
TOP CHORD
Structural wood sheathing directly applied or 3-1-13
oc pud'ars, except
T1,T4: 2x4 SP No2
end vertices.
BOT CHORD 2x4 SP M 31 `Except
BOT CHORD
Rigid telling directly applied or 6-00 oc bracing.
B1,B4: 2x4 SP No2, 82. 2x4 SP No.3
WEBS
1 Row at midpi 7-28
WEBS 2x4 SP No.3'ExcepC
W7: 2x4 SP No.2, W8: 2x4 SP M 31
OTHERS 2x4 SP No.3
REACTIONS. (size) 30=0-8-0 (min. 0-2.14),18=1VIechanical
Max Hca30=150(LC 8)
Max UprIM0=1969(LC 4),18=-1611(LC 4)
Max Grav30=4835(LC 1), 18=4322(LC 18)
'
FORCES. 0b) -Max Comp flvl . Ten. - All forces 250 (lb) a iess except when shown.
TOP CHORD 2-3=-3351705.3.4=-338f963. 4-5=2903f1298, 5fi=2732/M3, 636=298611322,
BOTCHORD
12-21=18791768,'
16-20=1934/4977,
13.14=111611424E
15-09=856413261,
1/9565,
iD=1 D49/4461 7-28=7408129651
137/3143,11-25=1758/4161,
12-22-60/626,
NOTES-
1) 2-ply truss to be connected together with 10d (0.131'4") nalls as follows:
Tap chords connected as follows: 2x4 -1 row at 0-9-0 00. 2x6 - 2 rows staggered 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 0-9-0 OG
2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in th LOAD CASE(S) section.
CohM8l;SV9pp jW4been provided to distribute only loads noted as (F) or (BI unless otherwise indicated.
\CENS
1� Ai60
////SS7ONALI NG \\\\ e
job
iruss
1russ lype UW Fly
rdw-ZW—ga-v—
=
Ifip Girder t 2
.lob Reference o Loral
5..N rn TNm, FL Plem, FL, U651
,U
4) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124rnk TCDL=5.OpsF, BCDL=5.Opsh h=16t CaL I I; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left exposed
; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water pending.
6) All plates are MT20 plates unless otherwise Indicated. `
7) This truss has been designed for a 10.0 psf bottom chard live load nonconwrtentwith any other live loads.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1969 lb uplift at joint 30 and 1611 Ib uplift at joint 18.
10) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 239 lb down and 268 Ib up at 7-0-0, 122 lb down and 13816 up at 9-0-12.
122 It, down and 138 lb up at 11-0-12, 122 lb down and 138 m up at 13-0-12, 122 lb down and 138Ib up at 15b12,122 to down and 138 lb up at 17-0-12. 122 lb down and
138 to up at 19-0-12, 122 to down and 138 m up at 21.0-12,134 to down and 1621b up at 23-0.12, 1341b down and 162 lb up at 25-0-12, 134lb down and 162 lb up at
27-0.12; 1341b down and 162 lb up at 29-0-12,134 lb down and 162 to up at 3"-12, 134 lb down and 162 lb, up at 33-0-12,134 lb down and 162 lb up at 35.0-17 134lb
down and 162 lb up. at 37-0.12,134 to down and 162 lb up at 394o-12, 134 lb down and 1621h up at 41-0-12, and 134 lb down and 162 Ito up at 43-0-12. and 147 to down and
162 lb up at 4540-12 on top chord, and 107lb down and 30 lb up at 7.0-0; 09lb down and 37 It, up at 9-G-12, 89 lb down and 37 lb up at 11b12. 89 lb dram and 37 lb up at
13-0.12. 891b down and 37 lb up at 15-0-12, 89 lb down and 37 to up at 17.0-12, 89 lb down and 37 It, up at 19-0-12, 891b down and 37 lb up at 21-0-12, 91 lb down at
23-0-12, 81 lb down at 254.12.91 lb dawn at 274)-12, 91 Ib down at 294).12, 91 to down at 31-0-12, 91 lb dawn at 33-0.12, 91 It, down at 35.0-12, 91 lb down at 37-0-12, 91
lb down at 39-0-12, 91 Ib down at 41-0-12. 91 to dawn at 43-0-12, 91 to down at 45-0-12, and 2671b down and 141 lb up at 47b12, and 271 Ib down and 137 lb up at 49-0-12
on bottom chord. The deslgntselection of such connection device(s) Is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Vert 1-5=-70, 5-16=70, 16-17=70, 29.33=20, Yr28=20,18-24=20
toted Loads (lb)
Verb 5=134(8) 9=114(6) 23=67(B)11=134(B)19=67(B)13=134(B) 36=114(8) 37=114(B) 39=114(B) 39�-114(8) 40=114(B) 41=114(B) 42-134(B) 43=134(B)
44=134(B) 45=134(B) 46=134(8) 47-134(B) 48=134(B) 49=134(B) 50=134(B) 51=134(B) 52= 32(B) 53=87(B) 54=87(B) 55=-87(B) 56-87(B) 57=87(B) 58=87(B)
i
/ PE 605 `t
1 =
w _
o� �.q _� ydo
////�SSONAR�I�NG�\\��
Job
Truss
mes Ime ly y
MWYeB-aawgraae
at
wv 1 t
Job Reference o onel
Saulxem Truse. F Punta, FL, 34 l
154L0 24-8-0
W
Dead Load Dell. - Me In
Plate Offsets (Y Y)— 12.0.210
D-1.81 14.0-2 12 0-2-07 15:0-S
0-2-41 [T
0-0-67
f11:D-2-30-0-M
LOADING(psf)
SPACING- 2-"
CSI.
DEFL
in
poc)
Well
Lfd
TCLL 20.0
Plate Grip DOL 1.25
TC
0.86
Verl(l)
.0.15
8-15
>999
240
0
TCOL 15.0
Lumber DOL 125
BC
0.80
Vert(CT)
-0.36
8.15
>029
180
!PLATESIIbFT1=
BCLL 0.0
Rep Stress Inv YES
WB
0.19
Horz(CT)
0.06
7
We
WeBCOL
10.0
Code FBC2017frP12014
Matr&-MS
2.0%
LUMBER -
TOP CHORD2x4 SP No2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 7=0.1-0 (min. 0.1.8), 2-0-M (min. 0-1-e)
Max Horz2=124(LC 8)
Max UpIIR7=270(LC 9), 2=-336(LC 8)
Max Grav7=11D4(LC 1). 2=1261(LC 1)
BRACING -
TOP CHORD Sbudural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD Rigid ce(ling directly applied or 8-9-0 cc bracing.
FORCES. pb)- Max Comp.IMax Ten. -All forces 260 pb) or less except when shown.
TOP CHORD 23--19891486. 3-4=16491363, 4-5=14241369, 5-6=-16641376, 6-7=200615ll
BOT CHORD 2-10=-04211725, 9.10=20711435, 8-9=20711435, 7.6--38711769
WEBS 3-10--351243, 4.10--221406, 5-8=511415, &Z-388263
NOTES-
1) Unbalanced mof fire loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.Ops ,, BCDL=5.0psf; h=16ft; Cat II; EV Q. End., GCp=0.18:
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates am MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcunetd with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing pate capable of withstanding 270 b uplift atjoint 7 and 336 lb Uplift atjoim 2.
LOAD CASE(S) Standard
605 `1 '
1 ST
N
s0NALIENG�\\
Job
Truss
truss lype
MW-78aSawWM
e2
Kp Girder 1
1
Job Reference 'one
aout Trues, FL Perm, FL, 34951
Us= 11x4 It W=
7-0-0 124-0 17-8-0 24-S0
7.1M ~ S" 1 6d-0 1 741-0
Dead Load Deft - 3116 in
Plate Offsets (X Y)- 120-5-4
Edeel f3'U-5-8 0-2-41 I5:O-5i8
0.2-01
I6.0.7-0"-61 l7'0-244
0-0-81 It t•42-3 0-0.81
LOADINO(pst)
SPACING- 240-0
CSI.
DEFL
in
poc)
Udell
Lld
PLATES GRIP
TOLL 20.0
Plate Grip DOL 125
TO 0.66
Vert(LL)
0.20
8
>999
240
MT20 244H90
TCDL 15.0
Lumber DOL 1.25
BC 0.51
Vert(CT)
-0.31
8.10
>946
180
BCLL 0.0
Rep Stress Ina NO
WB 0.45
Horz(CT)
0.10
6
Na
nla
BCDL 10.0
Code FBC2017t PI2014
Matrix-MS
Weighb 1161b FT= 20%
LUMBER -
TOP CHORD 2x4 SP M 31
BOT CHORD 2x4 SP M 31
WESS 2x4 SP Nm3
OTHERS 2x4 SP No.3
REACTIONS. (sae) 0=0-M (min. 0-1-12), 2--0-8-0 (min. 0-1-15)
Max Horz2=106(LC 25)
Max Upiifl8=920(LC 9), 2>986(LC 8)
Max Gmv6=2148(LC 1), 2=23g5(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc pudins.
BOT CHORD Rigid calling directly applied or 6-1-15 oc bracing.
FORCES. Qb) - Max CompJMax Ten. -All forces 250 (Ib) or less co captwhen shown.
TOP CHORD 23= 419811829, 3-19=459412010, 19-2D=-4594/2010.4-20--459412010,
4-21=459412010, 21-22=-4594I2010, 5-22=159412010, 5-6=4224f1848
BOT CHORD 2-10=160713659,10.23=161213681, 9-23=-161213681, 9-24=1612tMli,
8.24=161213681, 8-25=154813709, 25-26=-154813709, 7-26=154813709,
6-7=154313686
WEBS 3-10=1371682, 3-8�60511173. 4-8=9091632. 5-8=48811154. 5.7=1481691
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult--160mph (3-second gust) Vasd=l24MPN TCDL=5.Opsf; BCDL=5.Opsf h=16it; Cat 11; Exp C; End., GCpl=o.18:
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pondmg.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord rive load nonconwrrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 6 and 986lb uplift at joint 2.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 273lb down and 330 lb up at 7-0-0,
134 lb dawn and 162 lb up at 9-0-12,134 lb down and 162 lb up at 11-0-12,1341b down and 162 lb up at 124-0, 134 lb down and 162 lb
up at 13.74. and 134 lb down and 162 lb up at 15-74, and 273 lb down end 33D ro up at 17-" on top chord, and 422lb dawn and 222
Ib up at 7-D-0, 91 lb down at 9-0-12. 91 lb down at 11-0-12. 91 lb dawn at 124-0. 91 lb down at 13-74. and 91 Ib down at 15-74. and
422 lb down and 222 lb up at 17-74 on bottom chord. The design/selection of such connection device(s) is the responsibility or others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=125, Plate Inorease=125 oWl I I I
Uniform 1-3 ci)5-70, M-70,13-16=20
Coran Vert. s (Ib\\���\Q.�i1'�`�
Verb 3-201(F) 5=201(F)10--341(F) 8=-07(F) 4=134(F) 7�11(F)19=134(F) 20=134(F) 21-134(F) 22=134(F) 23=67(�. Qii JC'ENS'F ��i
i
24=57(9 25 s7(F) 25(F) i PE 7605
�'o L ST
/01VAL r-
Jou
Truss
I cuss lypo y
MW-T8a5awgrass
Ct
ATIIC 15 1
Job Reference 'onal
106 W WH-SAuOE0;; dFy
&3-11
tb2d
68-119
6-2-8
11A0 1385 13,9a
21
' -00 I
6.412
11d-12 H
2-M I 2R5 (0-3I
-
0.1.1
14-12
4,4 =
5
2x4 =
214 =
6.00 12
tx4 II 4
11 6 IA II
3
7
13
1w II
NOMSiP=
2
1x4 11
1
12
11 10
=
1x411
3)MMT20HS= tx4 II
Dead Load Dell. = 3116 in
8
1x4 II j
y o
LOADING(psl)
SPACING-
2-0-0
CSI.
DEFL
in Doc)
Wall
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.97
Vert(LL)
-0.40 10-23
>662
240
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.48
Vert(CT)
-0.52 10.23
>503
180
MT20HS
187/143
BCLL 0.0
Rep Stress Inv
YES
WB 0.27
Horz(C7)
0.03 8
rda
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Attic
-0.3310-12
300
360
Weight103lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 13
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8.0 (min. 0.1-8).8=0-8-0 (min. G-1.8)
Max H=2=13l(LC 7)
Max Upli02=331(LC 8), 8=331(LC 9)
Max Grav2=1135(LC 1). 8=1135(LC 1)
FORCES. Qb) - Max. Comp./Max Ten. -Ali forces 250 ()b) or less except when shown.
TOP CHORD 2-3=-1726PJ92, 3-0=1407/407, 6-7=1407/407, 7.8=1726/392
BOT CHORD 2-12=257/1463,11-12--257/1463,10-11=257/1463, 8.10=-257/1463
WEBS 7-10=0/385, 3.12=0f38.5, 4-13=1562/410, 6-13=1562/410
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: VWt—l60mph (3-second gust) Vasd=124mph; TCDL=5.Opsh, BCDL=5.Opsk h=1ft Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed fora 10.0 psf bottom chord live load noncencurrerd with any other live loads.
5) Bottom chord live load (20.0 psf) and additional bottom chord dead load (0.0 psQ applied only to mom. 1042
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift atjoint 2 and 331 lb uplift atjoint 8
7)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LOAD CASE(S) Standard
5 0 6
�
,S/TAi
`,LORyDf*��
/ONA i IENG?N\\ `j
Job
NSs
Iruss iype
MW-28Mawgrass
C2
Hip 1
1
Job Reference o tional
eouxhem Truss, FL Piexm, FL, a Ubl
3 1x
0
4x4 =
4,4 =
9-0-0 13.0-0 22-0-0
946 I 4-60 I 9-0-0 -
Dead Lead Den. = 3116In
Plate Offsets (X Y)— 12:0-2-10
0-1-81 f4:0-24 04M 16:0-2-0 0-2-01 (7:0-2-10
0-1-81
r120-2-30-0.81
M4.0.2-3 0-0-81
LOADING(psf)
SPACING- 24)-0
CSL
DEFT.
in (too) Ildet
Lld
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO
0.42
Vert(LL)
-0.16 11-18 >999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.75
Vert(CT)
-0.3411-18 >786
180
BCLL 0.0
Rep Stress Ina YES
WB
0.21
Hom(CT)
0.05 7 We
Na
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Weighb1081b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 7=0-8-0 (min. 0-1.8)
Max Horz2=111(LC 6)
Max Uplift2=315(LC 8), 7=.315(LC 9)
Max Grav2=1135(LC 1), 7=1135(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc pudins,
BOT CHORD Rigid ceiling directly applied or 9-3-15 cc bracing.
FORCES. (Ib) - Max CompJMax Ten. -Ail forces 250 Qb) or less except when shown.
TOP CHORD 2-3=1700/438, 3-0=1360/310, 4-5--11561307, &6=1360I310, 6-7=-1700/439
BOT CHORD 2-11�381/1487,10-41=14211156, 9-10-14211156, 7-9=279/1487
WEBS 3-11=42GrM, 4-11=28/356, 5-9-281356, 6-9=420/271
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Cpsf; h=16h, Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord two load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 Ile uplift atjoint 2 and 315 lb uplift atjoint 7.
LOAD CASE(S) Standard
i PE 5 0 6'
�
S 7A IV�
_, y Hip
ORIV
////Ss ONA IENG \N
Job
Truss
irusslype
MW-7865awgre®
C3
KP Girder 1
1
Job Reference o onal
eaumem,mss. M Fire rr-,:»var
Dead Load DeR =1/8 in
4a8 =
1x4 II
US =
3
4
5
o �F
.I: 6,OOGi2,`
N0P2X STP=IV
IV IV
NOP2X S7P=
2
a
txb II
0 1
11
10 9
6
x6 =
2x6 II
5x5 WB= Zx6 II 3x6 =
3x8 =
7_
11-0-9 15-0-0
g7W
1 ML
1
I
4�60 441-0
I 7-0-0 i
Plate Offsets MYl— 12:0-5.4.Edgel,
[3:034.0-2.01 f5:OS-4.D-2-01
16:O,5-4 Edeel.
02:D-2J,0-0-8I
114:0-2-0 0-0-81
LOADWG(psf)
SPACING- 2-0-0
CSI.
DEFL
in
(loc)
Odell
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL)
0.16
9
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
SC 0.46
Vert(C)
-024
9
>999
180
BCLL 0.0
Rep Stress lna NO
WB OAS
HOR(CT)
0.09
6
We
rda
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Wefght1111b
FT=20%
LUMBER -
TOP CHORD 2x4SP M 31 'Except'
72: 2x4 SP No.2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2-0-8-0 (min. 0-1-14), 6=0A-0 (min. 0-1-14)
Max Horz2=91(LC 23)
Max Uptift2=943(LC 8), 6=943(I.0 9)
Max Grev2=2230(LC 1), 6=2230(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-9-12 cc pudins.
BOT CHORD Rigid ceiling directly applied or 6-4-2 be bracing.
FORCES. Qb) - Max. Comp•1Max. Ten. -All forces 250 Qb) or less exceptwhen shown.
TOP CHORD 2-3=-401311755, 3d=369911680, 4-5=3699116BO, 54i=-001311755
BOT CHORD 2-11=151113490,10-11=152913538, 9.10=152913538, 8-9=147313538, 6-8=-145513490
WEBS 3.11-453A170,3-9=168P295,4-9=2781173,5-9=1681295, 5-8=45311170
NOTES-
1) Unbalanced mot live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16R; Cat II; Exp C Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL-1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord rive load noncencument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943lb uplift at Joint 6.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)195 lb down and 237 Ito up at 7-0-0.
and 195 lb dawn and 237Ib up at 15h0 on top chord, and 1020Ib down and 515 lb up at 7-0-0, and 1020 lb down and 515 lb up at
14-10-12 an bottom chord. The designlselectlon of such connection devlce(s) Is the responsibility of others.
8) 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 Uve 0mlancedy. Lumber Incress 1.25, Plate Inerease=125
Uniform Loads (pit)
Vert 1-3=-70, 35=70, 5.7=70. 16-19=20
Concentrated Loads Qb)
Vert 3=76(F) 5=76(F)11=1020(F) B=1020(F)
STA11 7
ORIE) : `:;F
NA11ENG\��\
Truss
Iniss lype
MW-266-Sages
C4
COMMON GIRDER 1 2 cob Reference (optional)
Soldhern Tmsc, FL Pierce, FL, M951
7x8 Mf20HS=
Dead Load Der. -1M in
4x7= 2011 3x4= SX6 Bx8= 3x711 NOP2x SfP=
NOP2x STP=
3x9 vC
430 7-7-6 11-0-0 11 -8 14-0-6 171 22-0-0
3-0-8
q
Plate Offsets MY)- 11:0-7-8
Edael ]5:0.1-8.0.1-12L
i6:0.1.8.D-1-1Zl 17:0.2.9
0.1-M
]7:0.11-3 0.3-81
[8:0-0-12,0-1-81 19:0-38,0-4-12]
LOADING(psf)
SPACING- 1-0.0
CSL
DEFL
in
pox)
War
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip OOL 1.25
TC
0.86
Vert(LL)
024
9-10
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.87
Verl(CT)
-0.43
9-10
>619
180
MT20HS
1871143
BCLL 0.0
Rep Stress Ina NO
WB
0.85
Horz(CT)
0.11
7
n/a
n1a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight 276 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2'Excepr
T2:2x4 SP M 31
BOT CHORD 2x6 SP M 26
WEBS Zx4 SP No.3'Excepr'
W5: 2x4 SP M 31. W6: 2x4 SP No2
WEDGE
Right: 2x6 SP No.2
REACTIONS. (sae) 1=0-8-0 (min. D-2-0), 7=0.8-0 (min. 04-8)
Max Horz1=55(LC 22)
Max Uplift1=1760(LC 8), 7=-3358(LC 9)
Max Grevt=4891(LC 1). 7=10917(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc pudins.
BOT CHORD Rigid caring directly applied or 9-0.13 oc bracing.
FORCES. (lb) - Max CompJMm Ten. -AII forces 250 (Ib) or less excaptwhen shown.
TOP CHORD 1-Z=1069913861. 23- 10620M61, 3-4=1057613869, 4-5=1057l 3868.
5-6--1502015136, 6-7=19715/6270
BOT CHORD 1-13=-346919551,12-13=3469/9551,11-12--3428I9480, 10-11=3428/9480,
10-18=4525/13412,0-76=4525113412,9-19=5589117667,19-20=5589117667,
8-20=-5U9/17667, 8-21=-5589/17667, 7-21=-5589H7667
WEBS 4-'10=338219258, 5-'10=593611766, 5-9=183016332, 6-9=-499811260, 6.8-106914481
NOTES-
1) 2-piy truss to be Connected togetherwith 10d (0.131 W) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-" oc.
Bottom chords Connected as follows: 2x6 - 2 rows staggered at 135-0 oa
Webs connected as follows: 2x4 -1 row at 0-5-0 oc, Except member 10-5 2x4 -1 row at 0-9-0 oc, member 5.9 2x4 -1 row at 0-9-0 or,
member 9-6 2x4-1 row at D,9-0 co, member 6-8 2x4 -1 row at 0.90 cc, member 10-3 2x4 -1 row at 0-9-0 or, member 3-12 2x4 -1 row at
0-9-0 Cc, member 12-2 2x4 -1 row at 0-9-0 or member 2.13 2x4 -1 row at 0-9-0 oo.
2) All leads are considered equally appled to all plies, except 8 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced roof live loads have been Considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.OpsF BCDL=S.Opsf; h=166; Cat H; Exp C; Encl., GCpi=0.18;
MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60
5) An plates are MT20 plates unless otherwise Indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconQinam with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1760 lb uplift at)otM 1 and 3358 lb uplift at)oin7.
t
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38351b down and 1803 Its up at
2219Ib down and 719 Ib up at 13-0.12, 22191b down and 7191b up al 15-0.12, 2219 lb down and 544 lb up at 17.0.12, and 22191tj�
and lM lb up at 19-0-12, and 2108 lb down and 5751b up at 21-0-12 on bottom chard. The desigrdselecdon of such connection dr�rtrree(s)
Is the responsibility of others. / PE 605
&Uff&§&�Vtpndard
ST
ORID N
S/1 f 11loNG\\\\\\
Job
IMUSS
Imss lypa
MW-296Sawgras+
Gi
COMMON GIRDER 1 2 iebRferen.(o 'oral
soumem ruse, rc Fla ram, canal
nun:U. ust zl Zulu muexmousmas. Inc rn uecn nar:r+<a,o
102gdWFKK3H3Hu0BdOmYMdFY76_2- nsHV2brZCEzX5hty4KWG57MW1S22467j mfu
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Un'dorm Loads (plf)
Vert• 14=35, 4-7-35, 1-7=10
Concentrated Loads (Ib)
Vert 10=43535(B) 17=2106(B) 46-2219(B)16=2210(B) 20=2219(B) 21-2219(B)
\\a\PN---���ii
C'�CENS��`��i�i
PE 605
Job
I Ma5
1russ type ay y
MW-29&9-JW—
C5
c==n 2 i
Job Reference tlonal
OWplem I N59. rL r�.. 11, `J bol
44 =
6.00 12 2
E
5 4
6 1x4 11 2x9 11
2x8 11
Dead Load Dell.-11161n
LOADING(Psf) SPACING- 2-M CSL DEF- in ([oc) Udell IJd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) .0.05 5 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.11 5 >790 160
BCLL 0.0 Rep Stress [nor YES INS 0.02 Horz(CT) O.00 4 nla nla
BCOL 10.0 Coda FBC2017frP12014 Malr&-MR Weight 36 lb FT=20%
LUMBER. BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or B-0-0 oc pudins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP N0.3 BOT CHORD Rigid calling directly applied or 1D-M oc bracing.
REACTIONS. (size) 6=Mechan[cal, 4--Mechanical
Max Horz6=37(LC 5)
Max Upl'dt6=-80(LC 8), 4=80(LC 9)
Max Grav6=332(LC 1), 4--332(LC 1)
FORCES. (Ib) - Max CompJMax Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=&Opsf, BCDL=S.Opsf; h=1611; Cat, II; Exp C; End., GCpl=O.1&
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 nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to buss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 801b uplift at Joint 6 and 80lb uplift at joint 4.
LOAD CASE(S) Standard
NN
\\\ V\GENSFi
i' PE 605 }
=.Xi11� w i �
t�01 cS(TAiE�
47
/////;s oNl (I MNG \\\\ d�
Job
ITUSS
Inuss lype y
MW-286-aawgra�^
Ca
Hip Girder 1 1
Job Reference o 'one
SMMM MM. rL PlC VL,,:N l Mn: n.LSUSU 11xule Y 1 e.LNaVn[l Ln1a.1. lrc SII
ID:2gdWFKK3H3Hu0BdOMYMdFY76 2-E6Y94dwgM922p0 0BdX3Y1XEWETBGiDq; mft
--24L0. 34]-0 -441-0 7 8-0 94Y0—, —
40 =
4x4 =
10 1x4 II 1x4 II yµ II
20 II
LOADING(psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 24)-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina NO
Code FBC2017rrP12014
CSL
TC 0.44
BC 0.20
WB 0.48
Matrix -MS
DEFL. in
Vert(LL) 0.04
Vert(CT) -0.07
Horz(CT) 0.00
Qoc) Well Ud
9 >999 240
8-9 >999 180
7 nfa We
PLATES GRIP
MT20 244/190
Weight 60 to FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudtns, except
BOT CHORD 2x4 SP No2
end vedirals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid calling directly applied a 10-0-0 cc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (61m) 10=Mechanical, 7=Mechanical
Max Harz10-51(LC 6)
Max UpIIft10=220(LC 8), 7=220(LC 9)
Max Grav10=490(LC 17), 7=490(LC 18)
FORCES. Qb)- Max. Comp.lMax Ten. -AII forces 250 Qb) or lass except when shown.
TOP CHORD 2-3=-321/185, 43=321/185, 2-10=-4221217, 5-7=422Y217
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=5.Cpsh, BCDL=5.Opst, h=1611; Cal 11; Pxp C, End, GCW0.18;
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 We load noncorh:urrerd with any other live loads.
5) Refer to gtrder(s) for puss to Wes connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 10 and 2201b uplift at joint
7.
7) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s)187 lb down and 162lb up at 3-0-0.
and 187 to down and 162 lb up at 4-8.0 on top chord. The designlselecdon of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-2=70, 2-0=70, 34=70, 4-5=70, 5-6=-70, 7-10=20
\\x�_� 1\kl I I I leil//��q��i
i PE 5 0 6
�
STA7E6o ;
O��` c`OR�i('
�NAi'ENC*N (�i
Job
Iruss
Iniss lype Y
MW-28eSawgresa
CJ2
1UTY
Diagonal Hip Girder 2 7
Job Reference o onal
Stall T=S, FL PiQtC9. FL, 36951 aW: LLZies( Zl Zola MM a.ZsueWLl[UluRillPX nmusmes.ns. rn uxt, ,,fir:=, au,a ra =.
ID:2gdWFKK3H3Hu0BdomYMdFy76_2-il6XHzM7SAvRY7w05vOAlc UWzlgMA2F3b ruts
r 2315 I 3-7-12
9
LOADING(psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCOL
15.0
Lumber OOL
I
1.25
BCLL
0.0
Rep Stress Ina
NO
BCDL
10.0
Code FBC2017frP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP NO2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.2 *Except
02' 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-10-15 (min. 0.1-6)
Max H0a2=137(LC 4)
Max UpfiR4=126(LC 17), 2=.308(LC 4)
Melt Gmv4-153(LC 20), 2=330(LC 31)
CSI.
DEFL In
Qco) Well Ud I
PLATES GRIP
TC 0.75
Vert(LL) -0.05
4-11 >774 240
MT20 2441190
BC 0.53
Vert(CT) 0.05
4-11 >822 180
WB 0.00
Hwz(CT) 0.00
2 n1a nla
Matra -MP
Weight 221b Fi=20%
BRACING.
r"
TOP CHORD
Structural wood sheathing directly applied or 3.7-12 oc pudins, except
end verticals.
BOT CHORD
Rigid ceiling directly applied or 10.0.0 oc bracing.
FORCES. Qb) - Max. Comp.lMam Ten. - All forces 250 Qb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst,, BCDL=5.Opsh h=16$ Cat II; Exp C; End., GCp"-18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nomlai to the face), see Standard Industry Gable
End Details as applicable, or consult qualified buildhig designer as per ANSVTPI 1.
3) Gable studs spaced at 2-D-0 oc.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Referto gbder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb, uplift at)oint 4 and 308 lb uplift at]oint 2.
7) Hanger(s) or other connection devices) shag be provided sufficient to support concentrated load(s)1 D8 lb down and 138 Ill up at 1-6-1.
and 108 lb down and 138lb up at 1-fat an top chord, and 45 lb dawn and 96 lb up at 1-0-1, and 4516 down and 961b up at 1-6.1 on
bottom Chord. The design/selection of such connection daMce(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the bass are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loads (pill
Vert 1-3=70, 4.9=20
Concentrated Loads Qb)
Vert: 12=115(F=57, B=57)13=107(F=53, B=53)
7 PE 605 `
�I
Joe
IMM
Imes lype
MW-28e-5aw9aO
CJ3
Diagonal Hip GMer 4 1
Job Reference o tional
SONhem Tv . FL Rene, FL, 34951
3
Plate Offsets (X.Y)- [2:0S5.U-0-8t
[5:a2-3D-0.81
LOADING(psf)
SPACING- 2460
CSI.
DEFL
In
Qoc)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL)
-0.07
4-11
>657
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.67
Vert(CT)
0.07
4-11
>724
180
BCLL 0.0
Rep Stress Ina NO
WB 0.00
Horz(CT)
0.00
2
n1a
n/a
BCDL 10.0
Code FBC2D171TPI2014
Matrix -MP
Weight 22 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.2 •Except•
02:2x4 SP No.3
REACTIONS. (alze) 3=Mechanicel,2=0.10-15 (min.0-1-8),4=MechaniwI
Max Horz2=147(LC 4)
Max Up1103�50(LC 8). 2=-303(LC 4), 4=62(LC 17)
Max Grev3=77(LC 31), 2-346(LC 31), 4=89(LC 20)
FORCES. Qb) - Max CompJMax Ten. - All forces 250 Qb) or less exceptwhen shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7.10; VWt-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=161p 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 fora 10.0 psf bottom chord live load nonconcurrent with any other five loads.
3) Refer to girder(s) for truss to buss connections.
4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 60 lb uplift at Joint 3, 303 lb uplift at Joint 2 and
62 lb uplift at joint 4.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1081b down and 138lb up at 1.6.1,
and 108 lb down and 13816 up at 1-6-1 on top chord, and 45lb down and 96 lb up at 1.6.1, and 45lb down and 96lb up at 1. 5-1 on
bottom chord. The dasign/selecton of such connection device(s) Is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are hated as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Inaease=1.25
Uniform Loads (plf)
Vert 13=70, 4-9=20
Concentrated Loads Qb)
Vert 12=115(F=57, B=57)13=107(F=53, B=53)
605//��=
�
fl 1 STFZi E15�
���/x,,SSO�A IENG��i\� `
JOD
truss
Iruss lype
MW-286-&�
QI5
DiagaialMpwrder 2 1
Job Reference banal
soumem Tru¢s, FL Mmce, FL., U951
I1
LOADING (PSI)
SPACING-
240-0
CSL
DEFL in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip VOL
125
TC 0.75
Vert(LL) -0.18
6.13 >466 240
MT20 244/190
TCDL 15.0
I
Lumber DOL
1.25
BC 0.53
I
Vert(CT) -0.19
I
6.13 >42a 180
I
BCLL 0.0
Rep Stress Ina
NO
WB 0.08
Hwz(CT) 0.00
2 nla n1a
BCUL 10.0
Code FBC2017RPI2014
Mahbr-MP
Weight 35lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD
Structural wood sheathing diredly applied or 6-0-0 oe pudins.
SOT CHORD 2x4 SP No.2
SOT CHORD
Rigid calling directly applied or 1D-0.0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.2
*Except*
02:2x4 SP No.3
REACTIONS. (sae) 4=Mechanlcal, 2=0.10.15 (min. 0-1.8), 6=Mechanlcsl
Max Hcrz2=249(LC 4)
Max UpliR4=130(LC 20), 2=371(LC 4), 6=111(LC 8)
Max Gmv4-120(LC 17), 2-499(LC 31), 6=263(LC 31)
FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or toss except when shown.
TOPCHORD 2-14=4101173,3-14=340A56
BOT CHORD 2-15=242I335,15.16=2421335, 6.16=2421335
WEBS 3-b=3831277
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vosd=124mph; TCDL=5.OpsF SCDL=5.0psf; h=16(t; CaL 11; Fxp C; Part End.,
GCpl=0.55; MWFRS (envelope); 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 live load nonconcurnmt with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 4, 371 ib uplift at joint 2 and
111 lb uplift at Joint 6.
6) Hanger(s) crother connection device(s) shag be provided sufficient to support concentrated load(s)139 lb down and 138 lb up at 1-6-1.
139 lb down and 138 to up at 1.8-1, and 108 lb down and 1041b up at 44-0, and 108 lb dawn and 104 lb up at 44-0 on top chord, and 45
lb down and 96lb up at 1-6-1, 45 lb down and 96 lb up at 14e-1. and 36 tb down and 3lb up at 44-0. and 36 lb down and 3 lb up at 44-0
on bottom chord. The designlseledion of such connection devices) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Untfonn Loads (pif)
Vert: 14=70, 5.11=20
Concentrated Loads (Ib)
Vert 14=115(F=57, 8=57)15=107(F=53, B=53)
owl III/w
\GEP%g�
PE 605 �
\ STatEa ,
mooRID
`.-(y-�°;
/////�ss o I�I�I I ING?�\\\ �.
Job
runs
cuss Ype Y
MW-TBaSawgraw
CR
Dfa9owl Hip Girder 4 1
' Job Raferenca o onei
eauuhem i msa, r1. worca, ram. a4as1
5.1.3 I 95-5
S1a 4 1
Plate Offsets MY) - 18:0-2-3
0-0-81
LOADING(psf)
SPACING- 2-M
CSI.
DEFL
in
Qoc)
Well
TJd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.75
Vert(LL)
-0.10
7-14
>999
240
LIT20 2441190
TCDL 15.0
Lumber DOL 125
BC 0.73
Vert(CT)
0.09
7-14
>999
180
BCLL 0.0
Rep Stress Ina NO
WB 0.42
Horz(CT)
0.01
6
n/a
We
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight 49 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
WEBS ZO SP No.3
OTHERS 20 SP No2'Except`
O2: 2x4 SP No.3
REACTIONS. (size) 4--Mechanical, 2=0-10-15 (min. 0-1-8), 6=Mechanical
Max Hmz2=247(LC 20)
Max Uplift4=154(LC 4). 2---020(LC 4), 6=207(LC 8)
Mm Gmv4=167(LC 1), 2=641(LC 31), 6=401(LC 31)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-5-10 cc puriins.
BOT CHORD Rigid calling directly applied or B-140 oc bracing.
FORCES. Qb) - Max. Comp./Mac. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=9241425, 15-16---848/438, 3.16=8241411
BOT CHORD 2-18=513/813,18-19=5131813, 7-19= 513/813, 7-20---513)813, 6.20=513/813
WEBS 3-7=01284, 3-6=-8781554
NOTES-
1) Wind: ASCE 7-10; VuIr160mph (3-second gust) Vasd=124mph; TCDL=5.0psF BCDL=5.Opst h=16ft; Cat. II; Fxp C; End., GCPi=0.18;
MWFRS (envelope); Lumber DCL=1.60 plate grip DOL=1.60
2) This buss Is not designed to support a celling and is not intended for use where aesthetics are a consideration.
3) This truss has been designed for a 10.0 Pat bottom chord five load nonconcurent with any other live loads.
4) Referto girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154lb uplift at)olnt 4,420 lb uplift at)oim 2 and
207lb uplift at)olm 6.
6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)108 lb down and 138 lb up at 1-6-1,
108 lb down and 138 lb up at 1.6-1, 78 to down and 74 lb up at 44-0, 78lb down and 74lb up at 44-0, and 145Ib down and 158lb up at
7-1-15, and 145 lb down and 168 Ito up at 7-1-15 on top chord, and 45 lb down and 96 lb up at 1-6-1, 46 lb down and 96 lb up at 1-6-1. 38
to down and 3 to up at 44-0, 36 lb dawn and 3lb up at 44-0, and 59 lb down and 27 lb up at 7-1-15. and 59 to down and 27lb up at
7-1-15 on bottom chord. The designtselecion of such connection devios(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Inaease=125
Uniform Loads (pit)
Vert 1-0=70, 5-12=20
Concentrated Loads Qb)
Vert 15=115(F=57, B=57)17=75(F-38, B=38)18=107(F=53, 8=53) 20---54(F=27, 13=27)
PE 7605
Job
Truss
1russ lype Lay
MW-7Bbaawgrma
CJ78
olaaand Hlp aWer 1 1
Job Reference (optimal)
soumem rrvn, rx.rrerea, ram, :wwr
5-13 8-0.10 &9d
6.13 I 2-11-] I 1A1a �
Plate Offsets %Y)— [2:D-1.1.0-0-6).
[9:0.24,0.0-81
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in
Qoc)
Wall
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip bOL 1.25
TO
0.75
Vert(LL)
-0.10
8-15
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.58
Vert(CT)
-0.09
8.15
>999
180
SCLL 0.0
Rep Stress Ina NO
WB
0.13
Hmz(CT)
0.01
6
n1a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Weight: 50 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.2 •Except'
02: 2x4 SP No.3
BRACING -
TOP CHORD Structural woad sheathing directly applied or 6-M oc pudins.
BOT CHORD Rigid ceiling directly apprred or S-9-9 oc bracing.
REACTIONS. All bearings Mechanical except (ft--length) 2 0-10-15, 7=0.11.5.
Qb)- Max HoR2=247(LC4)
Max Uplift Al uplift 1001b or less atjoint(s) 5, 6 except 2=400(LC 4), 7=-561(LC 4)
Max Gxay All reactions 2501b or less at [oint(s) 5, 6 except 2-- W2(LC 31), 7=655(LC 31)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-16=-642J268, 18-17=5681283, 3-17=5061266
BOT CHORD 2-19---3551460, 194D�355/460, 8-20=-3551460, 8-21=-3551460, 7-21=-3551460
WEBS 4-7=2671297, 3-7=543/419
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=S.(Ipsf, BCDL=5.OpsF, h=16ft; CaL 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); porch left exposed; Lumber DOL-1.60 plate grip DOL-1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 100 lb uplift atjolnt(s) 5, 6 except "- ) 2=400,
7=561.
5) Hanger(s) or other connection device(s) shell be provided sufficient to support concentrated load(s)108 Ito down and 1381b up at 1-6-1.
108 lb down and 138 lb up at 1-&1.78Ito down and 74lb up at 4-4-0, 781b down and 741b up at 44-0, and 145 lb down and 158 lb up at
7-1-16, and 145Ib down and 168 lb up at 7-1-15 an top chord, and 93 lb down and 96 lb up at 1-6-1, 93 lb down and 96 lb up at 1-6-1, 84
lb down and 316 up at 4-". 84 lb down and 3lb up at 44-0. and 98 lb down and 27 lb up at 7-1-15, and 98 lb down and 27 lb up at
7-146 an bottom chord. The design/selection of such connection devices) Is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the buss ere 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 (pin
Vert 1-5=70, 6-13=20
Concentrated Loads Qb)
Vert 16=115(F=57, B=57)1B=75(F=-3B, B-38)19=107(F=53, B=53) 211=54(F=27, B=27)
7
PE 5
0 6
A��
S((T
////ss 01V I IMNG\\\\\ i
JOD
Truss
1russ lype My
Mw_M6_sav9rase
CJ64
Dieg=1 Hip G'ud¢ 1 1
Job Reference(optional)
Sou9tem Truss, K Pions, FL, U951
4-7-9 ( 8-10-0
' 4-7-9 42-7
Plate Offsets (X.Y)— 18:0-2-3
0-0-81
LOADING(psfJ
SPACING- 2-0-0
CSI.
DEFL
in
Qoc)
9de8
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(U)
-0.07
7-14
>999
240
LIT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.67
Vert(CT)
0.07
7-14
>999
180
BCLL 0.0
Rep Stress Incr NO
WB 0.31
Horz(CT)
0.01
6
n1a
nla
BCDL 10.0
Code F13C2017frP12014
Matrix -MP
Weight 45 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
SOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No2'ExcepC
02 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-10-15 (min. D-1-8), 6=Mechanical
Max Horz2-296(LC 4)
Max Uplift4=195(LC 4), 2=-447(LC 4), 6=225(LC 9)
Max Gmv4=177(LC 1), 2=616(LC 31), 6=391(LC 31)
FORCES. (lb) -Max. Comp.Uax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 2-15=8611419, 3-15=7671429
BOT CHORD 2-17=524f739, 7-17=524/739, 7-18=5241739, 6-18=-5241739
WEBS 3-7=24252, 3-6=6001567
BRACING -
TOP CHORD Structural wood sheathing directly applied or 64r14 oc pudins.
BOT CHORD Rigid calling directly applied or 8-1-3 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vu)1=160mph (3second gust) Vm&124mph; TCDL=5.Opsf, SCDL=5.0psf, h=16ft; CaL II; Exp C; Part End.,
GCpk0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss is not designed to support a calling and is not Intended for use where aesthetics are a consideration.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other Live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at -lb) 4--195,
2-447, 6=226.
6) Hangers) or other connection devices) shag be provided sufficient to support concentrated load(s)139 lb dawn and 138 lb up at 1-6-1,
1391b down and 138 lb up at 1.6.1, 118 lb down and 120lb up at 4.4-0. 108 lb down and 104 lb up at 4.4-0, and 181 lb down and 198 lb
up at 7-1-15. and 175 lb down and 188 lb up at 7-1-15 on top chord, and 45 lb down and 96 to up at 1-6-1, 45 lb down and 96 lb up at
1-6-1, 29 lb down and 27 Ib up at 44-0, 36 Ih down and 3lb up at 44-0. and 55 lb down and 38 lb up at 7-1-15, and 59 lb down and 77 lb
up at 7-1-15 on bottom chord. The des)gn/selection of such connection cievice(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss aka noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Uve (balanced): Lumber Invease=125, Plate Inaease=125
Undone Loads (plf)
Vert 1-4=70, 5-12=20
Concentrated ds
ert 7�73(F=3 B=16)15=115(F=57, B=57)16=B9(F=-08, B=52)17=107(F=53, B=53)18=-70(F=27, B=-43) M
\
PE 605 `
1 i
ORID
1
sOii'A rII0NG?\\\\ 3 6
Joe
Iruss
Nss lypa Uty.
MW-2865aw9rms
D1
1ply
Cc^u^cn 4 1
Jab Reference o 'onal
aouNem Truss, FL PiptcS, Fl. Ss551
Owl =
III b
LOADINO(psf)
SPACING-
2-0-0
CSI.
DEFL In
Qoc) Vdefl Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.52
Vert(LL) 0.06
B-13 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC OA8
Vert(CT) -0.10
5-16 >999 180
BCLL 0.0
Rep Stress Ina
YES
WB 0.12
Horz(CT) 0.01
4 n1a nla
BCDL 10.0
Code FBC201711P12014
Matrix -MS
Weight 58111 FT = 200A
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 64-12 oc purlins.
SOT CHORD 2x4 SP No2
BOT CHORD
Rigid ceiling direc0y applied or 1 D-O-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 20 SP No.3
REACTIONS. (size) 2=0-&O (min. 0."), 4=0.8-0 (min. 0-1-8)
Max Hwz2=86(LC 7)
Max Uprdt2=223(LC 8), 4=223(LC 9)
Max Grav2=730(LC 1), 4=730(LC 1)
FORCES. (Ib) - Max CompJMax Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=7831192, 34--7831192
BOTCHORD 2-6=82/618,4-6=821818
WEBS 3-6--01307
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=5.0pst; BCDL=S.Opsf, h=16it CaL II; Exp C; End., GCpI=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Ali plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord Ova load nonconwrrent with any other five leads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )olnt(s) except Qt=1b) 2 223,
4-L23.
LOAD CASE(S) Standard
i
PE 605 `
j 1
Job
Truss
Truss Type y
Liw- Savyasv
02
Common Girder t t
Jab Reference (optional)
..1
smnhem T.. FL Pimra. �. 34951
414 =
3
Dead Load Deg. -1116 in
III b
Plate Offsets MY) - 12:0-D-12,Edgel,
13:D-2-00-211
14:D-0.12.Edee1. 17:0.23
0-MI,
19:0.2.3.0-DAI
LOADING(psi)
SPACING- 2-"
CSL
DEFL.
in
(lac)
Well
Vd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC
0.70
Ved(LL)
0.12
6-13
>999
240
MTPO
2441190
TCDL 15.0
Lumber DOL 125
BC
0.90
Ved(CT)
-0.19
6-13
>804
180
BCLL 0.0
Rep Stress lna NO
WB
0.15
Hom(CT)
0.01
4
Na
n/a
BCDL 10.0
Code FBC2017fFP12014
Matrix-ms
Weight 58 to
FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0.1-8), 4=1) 8" (min. 0.1-8)
Max Horz2=86(LC 7)
Max UPII82--369(LC 8), 4=-369(LC 9)
Max Gmv2-895(LC 29), 4=895(LC 30)
FORCES. Qb) -Max. CompJMaz. Ten. -AM forces 250 Wb) or less except when shown.
TOP CHORD 23=990/370, 3-4-9901369
BOT CHORD 2-17=247/883, 6-17=247/883, 6-18=247/883, 4.18=247/883
WEBS 3-6=1061435
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-7-t oc pudins.
BOT CHORD Rigid ceiling directly applied a 10.0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3•second gust) Vasd=124mph; TCDL=5.CpsY, BCDL=5.Dpsf, h=16ft; Gat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord five load nonconcument with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b upfift at)oint(s) except Wt=1b) 2 369,
4=369.
6) Ha tger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2651b down and 156 to up at 2-8.12,
and 265 It, dawn and 156 lb up at 10-34 on bottom chord. The designlselection of such connection device(s) is the responsibility of
others.
7) In the LOAD CASE(S) section, Icads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Innease=1.25
Uniform Loads (pit)
Vert 13=70, 3-6=70, 11-14-20
Concentrated Loads (lb)
Vert 17=137(13)18=137(B)
PE 605
_ 1 I
IX
/�/NIAI ImNG?\\\\ 2'�
o
rose
ruse ype
M*28bsavmr
D3
common Ghder 1 2
,lob Reference a eonal
3o =TN , Ft Pierre, FL, 34MI
SAM 7-13 13-"
sloe I 1-3-0 I 5-10.8
Dead Load Dell. a 118 In
t11 a
Plate Offsets MY)- 12.0-2-4
Edoel [3:0-2-0 Edge]f4:038
D-2-131 16:0.4.12 03A1
18:0-2-3(IwM
[10.0.2.3 0-0-81
LOADING(psl)
SPACING- 2-0-0
CSI.
DEFL.
in
Qoc)
Ildell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.64
Vert(LL)
0.14
6-15
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 125
BC 0.78
Vert(CT)
-0.25
6-15
>616
180
BCLL 0.0
Rep Stress Ina NO
WB 0.90
Hoa(CT)
0.04
4
We
Na
BCDL 10.0
Code FBC2017nP12014
Matrix -MS
Weight 147 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No2 *Except
T2: 2x4 SP M 31
BOT CHORD 2x6 SP M 26
WEBS 2x4 SP No2 •ExcepC
WI: 2x4 SP No.3
OTHERS 2x4 SP Nb.3
REACTIONS. (sae) 2=0A-0 (min. 0.1-8), 4=0-5-0 (min. 0-2-7)
Max Horz2-86(LC 23)
Max Uplifl2=1184(LC 8), 4=1903(LC 9)
Max Grav2--3447(LC 1), 4-5B15(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-23 oc Purgns.
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
FORCES. 0b) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=696312365, 3.4=899013035
BOT CHORD 2-7=204416153, 6-7=2111/6405, 6-16=2636/8018, 16-17=2636/8018, 4-17=2636/8018
WEBS 3-6=2677/8013,347 1324/523
NOTES-
1) 2-ply truss to be connected together with 10d (0.131141) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-94 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x4 -1 row at 0-2-0 oc, Except member 73 2x4 -1 cow at 0-9-0 oo.
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (13) face in the LOAD CASE(S) section. Plyto ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced roof five loads have been considered for this design.
4) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF BCDL=S.OpsF, h=left; Cat. II; Exp C; End., GCpi=-o.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise Indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcorrent with any other live loads.
7) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 100 ib uplift st)olnt(s) except (Il=1b) 2=1184,
4=1903.
8) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 4302lb down and 1642 lb up at 7-1-8,
and 1713 lb down and 516 lb up at 94.12, and 1787 lb down and 513 lb up at 11-0-12 on bottom chord. The design/selectlon of such
connection device(s) Is the responsibility of others.
PE 605
w
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125
Uniform Loads (pit)
Vert 13=70, 3-5=70, 2-0=20
Concentrated Loads (Ib)
Vert 6=-4302(F)16=1713(F )17=1787(F)
-fl ; S/T r
////iORI
/ss 0NAI I0YNG�\\\\\
job
Truss
Inuss lype
MW-28e6ewlpass
b4
Hip Gudu 1 t
Jab Reference (optional
Scuaiem Truss, Ft Plane, F , 34951
47 =
4x4 =
LOADfAG(psf)
SPACING- 240-0
CSI.
DEFL In
Poe) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(l) 0.06
8-9 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC OA6
Vert(CT) -0.07
8-9 >999 180
BCLL 0.0
Rep Stress Ina NO
VJB 0.11
Horz(CT) 0.02
5 n/a r9a
BCDL 10.0
Code FBC2017RPI2014
Matra -MS
Weight 65 to FT = 20%
LUMBER-
BRACING -
TOP CHORD 24 SP No.2
TOP CHORD
Structural wood sheathing directly applied or4-8.15 oc pudms.
SOT CHORD W SP Not
BOT CHORD
Rigid calling directly applied or 6-4-12 cc bracing.
WEBS W SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 038 except at -length) 2=3-0-1, 5-2-11-15.
(1b)- Max Horst-71(LC6)
'
Max Uplift Ali uplift 100 Ib or less et joint(s)10, 7 except 2---655(LC
8). 5--558(LC 9)
Max Grav All reactions 2501b ar less atjoint(s) 10, 7 except 2=868(LC
29), 5=893(LC 30)
FORCES. Qb) - Max. Comp./Max Ten. -All tomes 250 Qb) or less except when shown.
TOP CHORD 2-3=1447/995, 3-21=12521926, 4-21=12521926, 4-5=-1454/992
BOT CHORD 2-10=-817/1306, 9-1(1---817/1306, 9-22--82111322, 8-22=821/1322, 7.8=80511294,
5.7=805/1294
WEBS 3-9=-89/341,4-8=98YJ63
NOTES-
1) Unbalanced roof lire loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=1M Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 pal bottom chard five load nonconoumentwith any other We loads.
5) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 100 lb uplift st)olnt(s)10, 7 except (Ir-Ib) 2=555
, 5=558.
6) Hanger(s) or other connection device(s) shag be provided suf8dent to support concentrated load(s) 232 lb down and 290 lb up at 5-0-0,
and 144 lb down and 1621b up at 6-6-0, and 232 lb down and 290 lb up at 8-0-0 on top chard, and 328lb dawn and 149lb up at 5-0-0,
and 63 lb down and 24 lb up at 646-0, and 328 lb dawn and 149lb up at 7-114 on bottom chord. The design/selec8on of such connection
device(s) Is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (9).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced} Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-3=-70, 3-0=70, 4.6=70,15-18=20
Concentrated Loads Qb)
Vert 3=87(B) 4=87(B) 0�-129(B) 8=129(B) 21=-67(B) 22-35(B)
PE 605
w _
ZONAL /f/l111110 1 �I�y
'
jou
Tiuss
Imse type
MW-29a'%aMi a
D5
Common 2 1
Job Reference o anal
SorMem Tv . FL Pico . FL, 34961
4x4 =
2x6
2x6 11 NOP2X STP=
NOP2X STP= 2x6 II
LOADING(psf) SPACING- 24)-0 CSI. I DEFL- In Qoc) Udell Ud I PLATES GRIP
TCLL 20.0 Plate Grip OOL 1.25 TO 0.46 Vert(LL) -0.04 5 >999 240 W20 2441190
TOM 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) .0.09 5 >999 180
8CLL 0.0 Rep Stress Ina YES WB 0.04 HOrz(CT) 0.00 4 n1a Na
BCDL 10.0 Code FBC2017rrP12014 Matra -MR Weight 34 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except
BOT CHORD 2x4 SP No2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10.0.0 oc bredng.
REACTIONS. (size) 6=041-0 (min.0.1-8),4=11-8-0 (min.0.1.8)
Max Horz6=40(LC 4)
Max UpIHl6=-92(LC 8), 4=92(LC 9)
Max Gmv6=362(LC 1), 4=362(LC 1)
FORCES. Qb) - Max. CompdMax. Ten. -AII farces 250 Qb) or less except when shown.
TOP CHORD 1-2--297198, 2-3=297198,1.6=2711108, 34=271N09
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10: Vult--l6omph (3-second gust) Vasd=124mph; TCDL=5.OW,, BCDL=5.Opsh h=1611; Cat. II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunerd with any other We loads.
5) Provide mechanical connection (ry others) oftnrss to bearing pate capable of vrithstanding 100 lb uplift at)oint(s) 6, 4.
LOAD CASE(S) Standard
JOD
IMS5 type
MW-29&SaWIwe
ITFUSS
as
Kp G4der t 1
Job Reference o tianal
Sa . Tune, FL Pierce. FL, M951
I
4x4 = 4x4 =
1x4 11 IA II 1x4 11
li
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL In
(Ioc) Udefl Vd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.14
Vert(LL) .0.01
6-14 >999 240
MT20 2441190
TCDL 15.0
I
Lumber DOL
1.25
SC 0.20
Vert(CT) -0.02
I
6.14 >999 180
I
BCLL 0.0
Rep Stress Ina
NO
Wit 0.04
Horz(CT) 0.00
4 We nla
BCOL 10.0
Code FBC2017ffP12014
Matra -MP
Weight 42 lb FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6.0.0 oc pudins.
BOT CHORD 2x4 SP No.2
*Except-
BOT CHORD
Rlgld ceiling directly applied or 10.0-0 cc bracing.
F2; 2x4 SP No.3
JOINTS
1 Brace at Jt(s): 6
WEBS 2x4 SP Nc.3
REACTIONS. (size) 1=0-" (mb.0-1-8), 4=0-1-0 (min. 0-1-8)
Max Harz 1=30(LC 29)
Max UpliR1=163(LC 8). 4-163(LC 9)
Max Gwl=369(LC 36), 4=369(LC 37)
FORCES. (Ib) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-56076, 23=-4601260, 3-0=-5661276
BOT CHORD 1-6=2141492, 5-6=2121497, 45=2121491
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VUIt=i60mph (3second gust) Vasd=124mph; TCDL=S.OpsF BCDL=5.OpsF h=168; 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 truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate atJolyd(s)1, 4.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atJolnt(s) except Qt=1b)1=163,
4=1163.
7) Hanger(s) or otherconnectlon device(s) shall be provided sufgcieMto support concentnited load(s)187 lb down and 1621b up at 3-0.0,
and 187 lb down and 162lb up at 4.8-0 on top chord. The designfselectlon of such connection devices) is the responsibility of others.
8) in the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Inawse=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-2=70, 2-3=70, 3-4=70,12-15=20
Jon
Nay
Iniss ype
MW-266Sawam"
E1
Mmapttth 12 1
Job Refen:nca Uonal
Sealhem Tm.. FL Pisan. FL. 3401
tll'tr"
�14
2x4 11
4
LOADING(PSI) I SPACING- 2-0-0 I CSI. I DEFL in Qoc) Well Ltd I PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.26 TC 0.38 Vert(LL) -0.02 6-11 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.33 Verl(CT) -0.05 6-11 >999 180
BCLL 0.0 Rep Stress Inch YES WB OAO Hmz(CT) 0.01 5 Na nla
BCDL 10.0 Code FBC2017ffP12014 Mabhc-MS Weight 61 lb FT=20%
LUMBER- BRACING-
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 as pudtns, except
BOT CHORD 2x4 SP No.2 and verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
OTHERS Zx4 SP N0.3
REACTIONS. (size) 2-0-8-0 (min.0.1-8).5=Mechanical
Max Horz2-313(LC 8)
Max Uplifl2=163(LC 8), 5=224(LC 8)
Max Gmv2=647(LC 1). 5=475(LC 1)
FORCES. Qb) - Max. CompJMax. Ten.- All forces 250 (lb) or less except when shown.
TOP CHORD 23=-661167
BOT CHORD 2-6=2511530, M4 2511530
WEBS 3-6=590/279
NOTES-
1) Wind: ASCE 7-10; VWt=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opst h=16f ; Cat It; Exp C; End., GCpr-0A8;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Ali plates arc MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other Ism leads.
4) Refer to girder(s) for buss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except W-4b) 2-163,
5--224.
LOAD CASE(S) Standard
\\o\xB/
i
PE 7605�
ST
X. ```ORt�Di'0%%`��\�
Joe
ruse
truss type y
MW-186-Sawgrass
E2
jQw
Flat GWer _ I 2
Job Referencs(oPOonap_
a am TFUM. FL Me FL, 3e951
1 3A _
tx4 II
10 2 11
30 = 3x7 =
3 12 4
n Ti
W1
W1
W1
W1
1
@
C S
9
7 6 3x5=
3X _
5
2x6 II
NOP2XSTP=
26 II
3-8-7 7-3-1 10-11-8
337 I 3�11 I 3A7 -�
Plata Offsets MY)= r8:0-1-1z,0-1-Bt.
17:o-2-1z o-t-et
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
In
Yoe)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip OOL 1.25
TC 0.51
Vert(LL)
0.03
6-7
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.46
Vert(CT)
-0.06
6-7
>999
180
BCLL 0.0
Rep Stress Incr NO
WB 0.74
Horz(CT)
0.01
5
We
nla
BCDL 10.0
Code FBC2017frP12014
Matrx-MS
Welght:12411b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins, except
SOT CHORD 2x4 SP No2
end verticals.
WEBS 2x4 SP No.3 BOT CHORD
Rigid calling directly applied or 10-00 oc bracing.
REACTIONS. (size) 8=D-89 (min. 0-1-6), 5--Mechanical
Max Upllft(I=1049(1-0 4), 5=974(LC 4)
Max Grav8=2216(LC 1), 5=2849(LC 1)
FORCES. (Ib)- Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-8=2172/1059,1-9=2084f758, 9-10=20841758, 2-10=20841758, 2-11=2084f758, 3-11=2084f758,
3-12-.3353N224, 4-1�--3353(1224, 4-5=27801977
BOTCHORD 6-7=122413353
WEBS 1-7=-88612440, 2-7=4281219, 3-7=15261569, 3-6=21381852, 4-6=1432f3888
NOTES-
1) 2-ply truss to be connected together with 10d (0.131Sc3') nails as follows:
Top chords connected as follows: 2x4 -1 raw at 0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at G-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except 8 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 IF) or (B), unless otherwise Indicated.
3) Wind: ASCE 7-10; Vult=160mph. (3-second gust) Vasd=124mph; TCDL=5.opsF BCDL=5.Opsb h=16fq CaL II; Exp Q. End., GCp(=D.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water pending.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcu ent with any other live loads.
7) Referto girder(s) for truss to truss connections.
B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except Qt=lb) 8=1049.
5=974.
9) Hanger(s) or other connection device(s) shell be provided sufedentto support concentrated load(s) 561 Ib down and 4251b up at 0-1-12,
319Ib down and 161 Ib up at 1-1-13,1D81b dovm and 48Ib up at 3-1-13, 1821b down and 821b up at 5-1A 3, and 2078 Ib down and 920
lb up at 7-0-12, and 1034 Ib down and 2701b up at 9-0-12 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Inreass=125, Plate Incmase=1.25
Uniform Loads(PO)
Vert 14=70, 6-9=20
Concentrated Loads (Ib)
Vert 1=-459 3=2078 9�31910=-6211=15212=1034
1 34
/4/q/Z
PE_�r77605
�fl ST 7
L�'i4 m
M
Job
Ns5
I Ns9 lype My
MW-28 Saw9rese
J1
Ja*-open 20 t
t:: Job Reference (optional)
SWhem nme,FLPiave, L.3487
Plate Offsets (KY)- f2:044,Ed0el,
f5:0.2-3 0-0-81
LOADING(psf)
SPACING- 24)-0
CSL
DEFL
In
Qac)
Vdefi
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.33
Vert(LL)
-0.00
9
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 125
BC 0.06
Vert(CT)
0.00
9
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT)
-0.00
4
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Maft-MP
Weight 10 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
SOT CHORD 2x4 SP No2
OTHERS 2x4 SP No.3
REACTIONS. (sae) 3=Medanial, 2=0.8-0 (min. G."), 4-Mechanical
Max Horz2=76(LC 8)
Max Uplift3=39(LC 1), 2=160(LC 8), 4=-68(LC 1)
Max Gmv3=27(LC 10). 2--340(LC 1), 4=45(LC 4)
FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 Qb) or less exceptwhen shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 14)-0 oc pudins.
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
NOTES-
1) Whhd: ASCE 7-10; VuIt=160mph (&second gust)Vasd=124mph; TCDL-5.Opsf, BCDL=S.Opst,, h=16ft; Cat 11; Exp C; Part. End.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psi bottom chord rive load nonconcunent with any other live leads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical amnedon (by others) of truss to bearing plate capable of withstanding 100It, uplift at)oint(s) 3,4 except at -lb) 2=160.
LOAD CASES) Standard
M.
PE 605
STa��a ,
S ONNG��i\��\,
y\�
jou
Inuss
1russ type
MW-78BSaWgn=
b
ladeopm 18 1
Job Reference Optionall
a auN.. Tugs, Ft Mi ,FL, MM
3-M
Plate Offsets ML 12'04i-4
0-0-101 I5:0-2-3.0-081
-
LOADING(psf)
SPACING- 240-0
CSi.
DEFL
in
(loc)
Ude0
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
-0.01
4-9
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.06
Vert(CT)
.0.01
4-9
>999
180
BCLL 0.0
Rep Stress lncr YES
WB 0.00
Horz(CT)
-0.00
3
n1a
nla
BCDL 10.0
Code FBC2017frP12O14
Matrix -MP
Weight 161b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mschanical, 2=0-" (min. 0-1-8), 4=Mechanical
Max Horz2=146(LC 8)
Max Upfd13=78(LC 8), 2=137(LC 8)
Max Gmv3=86(LC 13), 2-328(LC 1), 4=45(LC 3)
FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-" oe pudins.
BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=S.Opsf; h=1611; Cat 11; Exp C; Part End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Ali plates are MT20 plates unless otherwise indicated.
3) This truss has been designed fare 10.0 psf bottom chord live load nonconcurmnt with any other live 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 10016 uplift at joint(s) 3 except (it -lb) 2-137.
LOAD CASE(S) Standard
CENS�;�`��ii
PE 605 `
I 1 =
0 \.�ORyDP�i��lr���
S ONA' I0NG?���
Truss
ruse lype
Fly
MSS-2865awprass!
J3A
JackOpen
2 7
.lob Reference (optiona0
suuftrn Truce, rr. FUM. rL, aaesr
ZA =
3"
i 3-6U
Plate Offsets KY)—
(1:0-1.4 Edgel
LOADING(psp
SPACING-
2-"
CSL
OEFL
In
(Ice)
Udell
Lld
PLATES GRIP
TCLL 20.0
Plata Grip DOL
1.25
TC 0.12
Vert(LL)
0.01
3-6
>999
240
?M0 244119D
TCDL 15.0
Lumber DOL
125
Be 0.11
Vert(CT)
.0.01
3-6
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Hoa(CT)
-0.00
2
n1a
t9a
BCDL 10.0
Code FBC20171rP12014
Matdx-MP
Weight 10lb FT=20%
LUMBER.
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
REACTIONS. (size) 1=0-M (min. 0.1-0), 2=Mechanical, 3=Mechanical
Max Horz1=105(LC 8)
Max Upligt=48(LC 8). 2=91(LC 8), 3=-12(LC 8)
Max Grav1=139(LC 13), 2=105(LC 13). 3=57(LC 3)
FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-" oc pudins.
BOT CHORD Rlgld ceifing directly applied or 10-60 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vaed=124mph; TCDL=S.Opst; BCDL=5.OpsF h=16R Cat II; Fxp C, Part End.,
GCpl=0.65; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) AD plates are MT20 plates unless otherwise Indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other five loads.
4) Refer to girder(s) for buss to truss connections.
5) Provide mechanical connection (ry others) of truss to beating plate capable of whhstanding 100 lb uplift atjoint(s)1. 2, 3.
LOAD CASE(S) Standard
i
PE 605
,,r
�40
t sTA ORtfl
�-
i,/81111110 `,
Nss
Iruss lype y
N6&286,Semsa
J311
Fl�GNer 2 1
Job Reference loptionalt
SouNem Try , Ft Se . FL., 34951
1 2x4 11 = 2 2x4 11
aw 'I2x4 II NOP2XSTP=
R,i
LOADING(psf)
SPACING-
24)-0
CSI.
DEFL
in
(too)
Well
Lfd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.40
Vert(LL)
.0.00
3-4
>999
240
LIT20 244f190
TCDL 15.0
Lumber DOL
1.25
BC 0.07
Vert(CT)
-0.00
34
>999
180
SCLL 0.0
Rep Stress Ina
NO
WB 0.00
Horz(CT)
0.00
3
nfa
Na
BCDL 10.0
Code FBC2017fTP12014
Matra -MR
Weight 11 lb FT=20k
LUMBER- SPACING.
TOP CHORD 2x4 SP No2 TOP CHORD
SOT CHORD 2x4 SP No2
WEBS 20 SP No.3 BOTCHORD
REACTIONS. (size) 4--Mechanical, 3=0-8-0 (min. 0-1-8)
Max Uplift4=136(LC 4), 3=123Q_C 4)
Max Grav4=303(LC 26), 3--306(LC 1)
FORCES. Qb) -Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 23=2811138
Structural wood sheathing directly applied or 3-0-0 oc pudins, except
end verticals.
Rigid calling directly applied or 10-" oc bracing.
NOTES.
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=S.Opsh h=1611; Cat 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates we MT20 plates unless otherwise Indicated.
4) This toss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to toss connections.
6) Provide mechanical connection (by others) of toss to beating plate capable of withstanding 100 lb uplift at)olm(s) except at -lb) 4=136,
3=123.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 313 lb down and 16416 up at 1-11.4 on
top chord, and 162 lb down and 142lb up at 0-1-12 on bottom chord. The designfselection of such connection device(s) Is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase--1.25
Uniform Loads (pit)
Vert 1.2=70, 3-0=20
Concentrated Loads Qb)
Vert 4=59(F) 5=278
� (( PE051/
o t ST
z/ 9`DNA �ON\\\
m
Job
Truss
mss ype
MW-YasSawe2ss
is
Jark-0pen 19 1
Job Reference o tiottal
": SaMem
r�., west
i
5-0-0
5-0-0
fl�
Plate Offsets (X Y)— I2:034
Edgel 15:0-23 0-0-81
LOADING(psf)
SPACING- 2-G-0
CSL
DEFL
In
(loc)
Well
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TO 0.33
Ved(LL)
0.05
4-9
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
SO 0.24
Ved(CT)
-0.06
4-0
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT)
-0.00
3
rda
nta
BCDL 10.0
Code FBC2017[ P12014
Maki( -MP
Weight 22 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
OTHERS 2x4 SP N0.3
REACTIONS. (size) 3--Mechanical, 2=0-8-0 (min. 0-1-8), 4--Mechanical
Max Horz2=217(LC8)
Max Upli83=151(1-C 8), 2=159(LC 8).4=4(LC 8)
Max Grav3=169(LC 13), 2=397(LC 114=89(LC 3)
FORCES. Qb) -Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Veld=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16f4 Cat 11; Exp C; ParL End.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) NI plates are MT20 plates unless othenxise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live (cads.
4) Refer to gWer(s) for truss to truss connections.
5) Provide mechanics] connection (ry others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 4 except (it -lb) 3=151,
2=159.
LOAD CASE(S) Standard
\� /1 VXGENSF�`��i��
PE 605
JL
"O t STAI�'�
�0,`.'f-14 tp� �
ion
ifuss
I mss I ype
Mw-28aSewarees ,,a
ABA
"&-Open 2 1
Job Reference o 'm1a1
Swu . Tans FL Rena. FL, 34961 W 8230s OG212018 Pr1nt 8.230a Od2 ZO78 MRak n0useles Ina Fn Dee211128:08201e Pa 1
! . r ID:2gdWFIMH3Hu0Bd0aYMdFy76_2-AMCL376bt_RL6J GtE.. IBID'B%?PO 'C¢ygmfa
f3H
5-0-0
LOADING (Pat)
SPACING-
2-0-0
CSI.
DEFL
In
Ooc)
Udell
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.39
Vert(LL)
0.07
3-6
>905
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.31
Vert(CT)
-0.07
3-6
>816
180
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Horz(C7)
-0.00
2
We
nla
BCDL 10.0
Code FBC2017ITP12014
Mabb1-0AP
Weight 16 It FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
REACTIONS. (size) 1=D3-0 (min. (3-1-6), 2=Mechanical, 3=Mechanical
Max Horz1=176(LC 8)
Max Uplift1=81(LC 8). 2=159(LC 8). 3=13(LC 8)
Max Grav1=233(LC 13), 2=180(LC 13), 3=88(LC 3)
FORCES. Ob) - Max. Camp./Max. Ten. - All tomes 250 Ob) or less except when shown.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-0an pudins.
BOT CHORD Rigid calling directly applied or 10-" cc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psF BCDL=S.Opsf; h=16% CaL 11; Exp C; Part. End.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other lie loads.
3) Refer to girder(s) for buss to truss connections.
4) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 100 It, uplift atjolllt(s)1, 3 except Orlb) 2=159.
LOAD CASE(S) Standard
GENS ``
PE 605� `t '
O_R_Vtol "ref
JOD
ITUSS
Inuss lype y
MWd868eWW2a8
J7
Jack -Open 20 1
Job Reference (Optional)
4ouNem Tru=, FL PJe FL, 3051
.Dead Load Dell. -118 In
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.75
Vert(LL)
0.13
4-9
>634
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.55
Vert(CT)
-024
4.9
>348
180
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Hoa(CT)
0.00
2
Na
We
SCOL 10.0
Code FBC20171TP12014
MaMrz-MP
Weighl28 lb FT=20%
LUMBER -
TOP CHORD 2z4 SP No.2
BOT CHORD 2x4 SP N0.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 3--Mechanical, 2=0-8-0 (min. 0-"), 4=Mechanical
Max Horz2-215(LC 8)
Max Upill3>143(LC 8), 2=133Q-C 8)
Max Gmv3=204(LC 1), 2--478(LC 1), 4=131(LC 3)
FORCES, Qb) - Max. ComplMax Ten. - All forces 250 Qb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD Rigid celing directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3seccnd gust) Vasd=124mph; TCDL=5.Dpst BCDL=5.Ops ,, h=161h Cat 11; Exp C; End., GGPI=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joirrt(s) except at --lb) 3=143,
2--133.
LOADCASE(S) Standard
o STA' j ,
�i��cF`.`OR�Dp G`��\\�
JOD
Iruss
Iruss lype Y
NW-ze6.saaWsss
1�B
Fiwfspcial z 1
Job Reierenm o 'oral
saumam rrw.,rr. arerce,r�, saes - •�^
102gdWFKK3H3Hu0BdOrsYMdFy76_2•eymjGT9DeIZCDT4egb102tur8bOhvrJCYO(ylE mfL
6-6-0 0-6-0
3x4 — Dead Load Den. - 1116 in
U411
3 4
01
LOADING(psf)
SPACING- 240-0
CSI.
DEFL. in
Qoc) Udell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL) -0.05
6-10 >999 240
MT20 244I190
TCDL 15.0
Lumber DOL 1.25
SC 0.36
Vert(CT) -0.12
5-10 >712 180
BCLL 0.0
Rep Stress Inv YES
WB 0.00
Hmz(CT) 0.00
2 We nla
BCDL 10.0
Code FBC2017/IPI2014
Metrbo-MR
Weight 33 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudlns, except
SOT CHORD 2x4 SP No2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
'
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 2-0.8-0 (min. 0-1-8), 5--Mechanical
Max Hmz2=198(LC 8)
Max Upli02-139(LC 8), 5=121(LC 6)
Max Grav2 475(LC 1). 5=287(LC 1)
FORCES. Qb) - Max. CcmpJMax. Ten. - All forces 250 Qb) or less except when shaven
NOTES-
1) Unbalanced roof live loads have been considered for Oft design.
2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsh, h=16f4 Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconwnent with any other live loads.
5) Referto girder(s) for truss to truss connections.
6) Pmvide mechanical connection (ry others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) except Qt=1b) 2=139,
5=121.
LOAD CASE(S) Standard
Z��\�'� ��CENS ��< ::,
�1►1!' PE6051 /
o t �S[TAtF�>'`^�
Job
Inuss
I russ lype y
MW-286Sawgr838
So
Jack -Open Mer 2 1
Jab Reference o bttal
eauUtern ruse, K Pierce, FL, 34951
I
LOADING 04
SPACING-
2-0-0
C51.
DEFL in
(loc) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Ved(LL) 0.04
7-12 >999 240
MT20 244/190
TCDL 15.0
LumberDOL
125
BC 0.89
Vert(Cr) -0.06
I
7-12 >999 180
I
BCLL 0.0
Rep Stress Ina
NO
WB 0.34
Horz(CT) 0.01
6 n/a We
BCDL 10.0
Code FBC2017/IPI2014
Matrix -MP
Weight 361b FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD
Structural wood sheathing directly applied or 5.2-15 oc puriins.
BOT CHORD 2x4 SP No2
BOT CHORD
Rigid ceiling directly applied or 8.10-8 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0.8-0 (min. 0.1-8), 6=Mechanical
Max Horz2=215(LC 8)
Max Uplift4=73(LC 21), 2-360(LC 8). 6=259(1-C 8)
Max Grav4=84(LC 13), 2=1020(LC 1), 6=766(LC 1)
FORCES. Qb) - Max. CompJMax. Ten. -AII forces 250 Qb) or less except when shown.
TOP CHORD 23=1079/285
BOT CHORD 2-13=381/952, 7-13=381/952, 7-14=-381/952, 6-14=381/952
WEBS 3.7=2081759, 3-6=1124/449
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=5.Opsf; h=16ik Cal. II; Exp C; End., GCp1=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) AB plates ere MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads.
4) Refer to girder(s) for truss to thus connections.
5) Referto girder(s) for truss to truss connections.
6) Provide mechanical conned)on (by others) of truss to bearing plate capable of withstanding 100 lb upliftatjoint(s) 4 except Qt=@) 2=360.
6=259.
7) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated loads) 470lb down and 2401b up at 1-8-12,
and 312 Ib down and 1001b up at 3-8-12, and 312lb dovm and 1001b up at 5-8-12 on bottom chord. The design/selection of such
connection devices) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or bark (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Un'doml Loads (plf)
Vert: 1-4=-70, 5-10=20
Concentrated Loads Qb)
Vert 7=312(F) 13=-470(F) 14=-312(F)
\ \\M 19��////'
PE,7605}� \n_
R!t7L49 / -(/,
ONlj,
job
Truss
rusa I ype
MW-286-%—Vaen
Jrr
Jackopm 7 t
Jab Reference L. 6on
smanem IMae, rc v�arw, r-�, aaest
NO
241-0 7-0-0
2-&0 1 4-"
Dead Load Dell. =3%6 In
Plate Offsets (LY)- 12:0-6-4
0-0-101 (3'0E-0 0-2-11 17.,0-2-3
0-081
LOADING(ps()
SPACING- 24)-0
CSL
DEFL
In
Coe)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.82
Vert(LL)
021
3-5
>395
240
MT20 244/190
TCOL 15.0
Lumber DOL 1.25
BC 0.69
Vert(CT)
-0.30
3-5
>274
180
BCLL 0.0
Rep Stress Ma YES
WB 0.00
Horz(CT)
0.16
5
nla
n1a
BCDL 10.0
Code FBC2017JIP12014
Matrb[-MR
Weight 3016 FT = 20%
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP No.2'Except'
B2: 2x4 SP No.3
OTHERS ZA SP No.3
REACTIONS. (aim) 4-MechaNral, 2=G-8.0 (min. 0.1.8), 5=Mechanical
Max Horz2=215(LC 8)
Max Uplift4=119(LC 8), 2=132(LC 8), 5=-17(LC 8)
Max Gmv4=184(LC 1), 2-480(LC 1). 5=129(LC 3)
FORCES. Qb) - Max. CompJMax Ten. -All fortes 250 Qb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 no pudins.
BOT CHORD Rigid ceiling directly applied or 6-041 oc bracing.
NOTES-
1) Wind: ASCE 7.10; Vult--160mph (3- econd gust) Vasd=124mph; TCDL=5.OpsF BCDL=5.Opsf; h=1611; Cat 11; Exp C; End., GCpl=0.18;
MWFRS (ernreiope); Lumber DOL=1.60 plate grip DOL=1.60
2) An plates are MT20 plates unless otherwise Indicated.
3) This trues has been designed for a 10.0 psf bottom chord We load nonconcument with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift atjoint(s) 5 except Qt=1b) 4=119,
2=132.
LOAD CASE(S) Standard
GEN
i PE �605'/(I'A��
-O 1 ,S/T`AfiE�
i�j///�SS/ONA i NG?\N
O
Was
cuss type y
MW-286Saw9raae
J16
JadcApen 8 1 1
Job Reference 'onai
eaaNem Truce, FL Pierre, FL, U951
LOAOING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (foe)
11de0
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Ved(LL)
0.00 9
n/r
120
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.08
Vert(CT)
-0.00 9
n/r
120
BCLL 0.0
Rep Stress Inca YES
WB 0.00
Horz(CT)
0.00
n/a
n1a
BCDL 10.0
Cade FBC2017fTP12014
Matrbr-MP
Weight 11 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical,4=Mechanical
Max Horz3=593(LC 1), 4=593(LC 1)
Max Up1iO3=-127(LC 8), 4=19(LC 1)
Max Grav3=297(LC 1). 4=31(LC 4)
FORCES. Ob) - Maz. CompJMax. Ten. -All forces 250 Ob) or fees except when shown.
TOP CHORD 23=281/661
BOT CHORD 2.4=593/324
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-5.15 oc puriins.
BOTCHORD Rigid coifing directly applied or 6-0-0oe bracing.
NOTES-
1) Wind: ASCE 7-10; Vint--160mph (3-second gust) Vasd=124mph; TCDL=5.Opst. BCDL=5.0psf,, h=-1616 CaL 11; Exp C; End., GCpi=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 bad nonconarterd 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 100lb uplift at)oint(s) 4 except Ot--Ib) 3=127.
5) Non Standard bearing condition. Review required.
LOAD CASE(S) Standard
M. 13Z
^� PE 605 \ 1
1 ST
/�////s ONAL)ENG \\N Q e
job
cuss
ruse Iwo y
MW-286Sa"nu;s
J64
Jerk-Opm 2 1
Jab Reference 0011.11
SO own Ttoss, Ft Pie=, FL. MUSI
Mu
M=
64-0
Dead Load Deli. -1181n
Plate OBsets MY)- 11:0-6-4
0-0-10)
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in
(loc) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.66
Vert(LL) 0.16
3-6 >459 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.26
BC 0.51
Vert(CT) -0.19
3-6 >405 180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Hort(CT) -0.01
2 n/a We
BCDL 10.0
Code FBC2017ftP12014
Matroc-MP
Weight 201b FT=209%
LUMBER.
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or S,0.0 oc purfins.
SOT CHORD 2x4 SP No2
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS. (size) 1=D-8-0 (min. 0-1-0), 2-Mechanical, 3=Mechanical
Max Horz1424(LC 8)
Max Upfift1=104(LC 8), 2=204(LC 8). 3=14(LC 8)
Max Grav1=296(LC 13), 2=231(LC 13), 3=122(LC 3)
FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuh=160mph (3-sewnd gust) Vasd=124mph; TCDL=5.0psF BCDL=5.Opsf; h=16fh Cat II; Exp C; Part. End.,
GCpl=0.65; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonwnament with any other live loads.
4) Refer to girder(s) for truss to thus connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except Gt=lb)1=104.
2-204.
LOAD CASE(S) Standard
i
PE 605 \
w
Sr _
////) 1ZONAL
I NG \\\\ I
Job
Naa
Iruss ype
MW-2889awOra..
J81A
Flat Fry 1
Jab Reference o tlonel
2x4 It
13= 2
_Dx4-II
NOP2X STP=
64-0
r
64-0
LOADING(psf)
SPACING-
240-0
CSI.
DEFL
In
Qoc)
Well
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.79
Vert(LL)
-0.08
3-4
>907
240
TCDL
15.0
LumberDOL
1.25
BC 0.47
Vert(CT)
-0.16
3-4
>454
180
BCLL
0.0
Rep Stress Ina
YES
WB 0.00
Horz(CT)
0.00
3
We
rda
BCDL
10.0
Code FBC2017fIP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 4-0-8-0 (min. 0-1-8).3=Medranical
Max UpIM4=155(LC 4). 3=155(LC 4)
Max Grev4=272(LC 1), 3=272(LC 1)
FORCES. Qb) - Max. CompJMax Ten. -All forces 250 Qb) or less except when shown.
Dead Load Deft -1116 in
PLATES GRIP
MT20 2441190
Weight 39 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing dimctly applied or 6-4-0 cc puriins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16fq Cat. II; Exp C; Part End.,
GCpi=0.55; MWFRS (envelope): Lumber DOL=1.60 plate grip DDL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates am MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other five loads.
5) Referto girder(s) for buss to truss connections.
6) Pmvide merhanlcal connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (p=lb) 4=155,
3=165.
LOAD CASE(S) Standard
Wet
PE 605
►tI- J. � �
STME
//; ZONAL
VtVN SN\\ -51
Job
Mae
Imes lype y
MW-266-Ssw9rass
MV2
Valley 5 t
Job Reference o 'onal
s 81M I.. rL N8 , FL. 3 951
2x4
LOADING44 SPACING- 2-0-0 CSL DEF1.. In (Ioc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) No - Na 999 LMO 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999
SCLL 0.0 Rep Stress Ina YES WB Oki) Hoa(CT) -0.00 2 tea n/a
SCDL 10.0 Code FBC201I7frPI2014 Mahbi-P Weight 5It, FT = 20%
LUMBER. BRACING.
TOP CHORD Nil SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid wiling directly applied or 10-M oc bracing.
REACTIONS. (size) 1=2-M (min. 0.1-8), 2=2-0-g (min. 0-1-8), 3=2-0-0 (min. 0.1-8)
Max Ho¢1=35(LC 8)
Max Upltfl1=12(LC 8). 2=-36(LC 8)
Max Gmvl=62(LC 1), 2=48(LC 1), 3=28(LC 3)
FORCES. (lb)- Max. CompJMax Ten. -All forces 250 Qb) or less except when shaven.
NOTES.
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpA h=16R; Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chard bearing.
3) This truss has been designed for a 10.0 psi bottom chord We load nonconcument with any other five loads
4) Bearing atjdint(s) 2 considers parallel to grain value using ANSVTPI 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 100 lb uplift at foint(s)1, 2.
LOAD CASE(S) Standard
i PE 605
D, ST5A�d
////; /ONAL
IIeNG\\\\\ ()
e
mss
Iruss lype y
MW-286Sawgrasa
MV3
Valley 1 t
Job Reference o 'oral
2
A
2c4 4
LOADING(psf)
SPACING- 240-0
CSI.
DEFL
in (joc)
VdefI
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.11
Ved(LL)
n/a -
n1a
999
Mr20 244/190
TCDL 15.0
Lumber DOL 125
BC 0.06
Ved(CT)
n/a -
n/a
999
BCLL 0.0
Rep Stress Inv YES
Wa 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017rrP[2014
Matrix-P
Weight 8lb F7=20%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 1=2-7-9 (min. 0-1-8), 3=2-7-9 (min. 0-1-8)
Max Hom1=47(LC 8)
Max Uplifts=16(LC 8), 3=40Q-C 8)
Max Gmv1=84(LC 1), 3=84(LC 1)
FORCES. Qb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc puffins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 104)0 oc bracing.
NOTES-
1) Wind: ASCE 7.10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=1Sit Cat 11; Exp C; End., GCp1=0.18:
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord rive load nonconcunent v t any other live loads.
4) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 100 lb uplift atjoint(s)1, 3.
LOAD CASE(S) Standard
i PE 605
d t S.
OR
S/INAL)ENG��\\
Job
liuss
Iniss typey Ply
M111-2813-Sawgrass
MV4
Vaboy 2 1
Job Reference o tional
seuNem Truro, FL Piece. FL, _._-1
2x4 � 2x4 II
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
in Qoo)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL)
Na -
Na
999
MT20 2441190
TCDL 16.0
Lumber DOL 1.25
I
BC 0.21
Vert(CT)
I
We -
n/a
999
BCLL 0.0
Rep Stress Inv YES
WS 0.00
Hoa(CT)
0.00
Na
Na
BCDL 10.0
Code FBC2017rrPI2014
Matrix-P
Weight 14 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (size) 1=4-0-0 (min. 0-1-8).3=4-0-6 (min. 0-1.8)
Max Horz1=81(LC 8)
Max Uplift1=28(LC 8). 3=-59(LC 8)
Max Gravl=146(LC 1). 3=146(LC 1)
FORCES. Qb) - Max. Comp.lMax. Ten. - All foroes 250 Qb) or less except when shown.
Structural wood sheathing directly applied or 4-0-0 on pudins, except
end verticals.
Rigid calling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.0*, BCDL=5.0psp h=16$ Cat 11; Exp 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 buss has been designed for a 10.0 psi bottom chord live load noncencurremwith any other live loads.
4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at)oim(s)1, 3.
LOAD CASE(S) Standard
N�\�� �10EN Fri
i' PE 605
Iw
"fl Sl-
70NAii�NG?���\ �i
v
Joe
11USS,-
cuss I ype y
MW481leawlirass
Mv5
Wiley 1 1
.lob Reference LIP4.4
aaaMem Tr=, FL P,erm, FL, 34951
2x4 � 2x4 II
LOADING(psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-M
Plate Grip DOL 1.25
Lumber DOL US
Rep Stress Ina YES
Code FBC2017fFP12014
CSI.
TO 0.51
SC 0.30
WB 0.00
Matrix-P
DEFL in goo) Well Ud
Vert(-L) Na - n/a 999
Vert(CT) n1a - nia 999
Hoa(CT) 0.00 We nla
PLATES GRIP
MT20 244M90
Weight 16lb FT=20%a
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD Structural wood sheathing directly applied or 4.7-9 oc pudins, except
BOT CHORD 2x4 SP No.3
end verticals.
WEBS 2x4 SP No.3
BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing.
REACTIONS. (size) 1=47-9 (min. 0-1-8), 3=4-7-9 (min. 04-8)
Max Horz 1=97Q-C 8)
Max Upliftl=-34(LC 8). 3=82(LC 8)
Max Gravl=174(LC 1), 3=174(LC 1)
FORCES. Qb) -Max. CompJMax. Ten. -All fumes 250 Qb) or less except when shown.
NOTES.
1) Wind; ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.DpA h=16ft; Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurreut with
any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s)1, 3.
LOAD CASE(S) Standard
PE 605
/�•O SS NAR '�NG�\\��
JOB
IMSS
1russ twe
MW-26650x7am
MV6
Valley 1 1
Job Refen:nce LwBo..l
20 II
2
3
2x4 G 2x4 II
LOAOING(PSO
SPACING-
2-0-0
CSi.
DEFL
In Qoc)
Udell
Ltd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.99
Vert(LL)
rda -
n1a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.58
Vert(CT)
n1a -
We
999
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Horz(CT)
0.00
n1a
n1a
BCDL 10.0
Code FBC20171TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
WEBS 2z4 SP No.3
REACTIONS. (size) 1=6-0-0 (min. 0.1-8), 3=6-" (min. 0-1-8)
Max Horz1=131(LC 8)
Max Upliftl= 46(LC 8), 3=111 (LC 8)
Max Gmvl=236(-C 1). 3=236(-C 1)
FORCES. Qb) - Max. CompJMax. Ten. - Ali forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 244190
Weight 21 to FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end ver5cals.
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh, BCDL=5.Ops$ h=16$ Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) Provide mechanlcel connection (by others) of truss to bearing plate capable of vAthsfanding 100 lb uplift at)oint(s)1 except at -lb) 3=111.
LOAD CASE(S) Standard
\\i GEM
PE
PE 605 `7
EAL A
` STATEiT y
DNA
Nss
I russ iyps y
MWd9aSaw9raes
MV7
SABLE 1 1
Job Reference met
COI@. , IY.. rG r., I,. n9Jl
2x4 II
3
5 4
2x4 G 1x4 11 2x4 II
LOADING(psf)
SPACING-
24)-0
CSI.
DEFL
in (loc)
Udell
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.34
Ved(LL)
We -
We
999
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.20
Vert(CT)
We -
We
999
BCLL 0.0
Rep Stress Ina
YES
WB D.06
Horz(CT)
0.00
rde
We
BCDL 10.0
Code FBC2017rrP12014
Matra-P
Weight: 25 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.3
BUT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (sae) 1=6-7-9 (min. 0.1-8), 4=6-7-9 (min. 0-1-B), 5 S-7-9 (min. G.")
Max Horst=147(LC 8)
Max Upiift4=67(LC 8), 6=169(LC 8)
Max Gmv1=60(LC 8), 4=141(LC 1), 5=359(LC 1)
FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (1b) or less except when shown.
WEBS 2-5=2791209
BRACING -
TOP CHORD Structural wood sheathing directly applied or S-0.0 oc pudins, except
end verticals.
BOT CHORD Rigid calling directly applied or 10." oc bracing.
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=161k Cat. 11; Exp C; End., GC0=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live Imd nonconwnent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (p=1b) 5=169.
LOAD CASE(S) Standard
\ VNGEAfs'%
PE 605
�t1� A��� gin_
ST ,
A �1
Job
JrUSS
Imes lype Fry
MW-2865avmesa
MV58
GABLE 1 1
Job Reference (options!)
BOur 1. Trum, FL Ml ,FL, U951
2x4 II
2
3
20 i 2x4 II
Fdeec2111.Za!y1 EMk geM1q
'd Deo2l 11- EM18
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL in Qoc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL) We - We 999
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.47
Ved(CT)- r9a - nla 999
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT) 0.00 nla We
BCDL 10.0
Code FBC2017frP12014
Matra-P
Weight: 20 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-6-0 cc pudins, except
BOT CHORD 2x4 SP No.3 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-0 cc bracing.
REACTIONS. (size) 1=5.6.0 (min. 0-1-8), 3=5.6-0 (min. 0.1.8)
Max Horz1=119(LC 8)
Max Uplifti�42(1-0 8), 3=101(!-C 8)
Max Grevl=213(LC 1), 3=213(LC 1)
FORCES. (lb) - Max. CompJMax Ten. - Allforces 250 Qb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=S.Opst; BCDL-5.OpsF, h=16ft Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord INe load nonconcument with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s)1 except (It -lb) 3=101.
LOAD CASE(S) Standard
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