HomeMy WebLinkAboutTRUSS PAPERWORKDrninni /ninrrm�iiis�•
SOUTHERN
TRUSS'
COMPANIES
-- - - - - Southern -Truss-_
Y
2590 N. Kings Hwy
Fort Pierce, FL 34951
(772)464-4160 * Fax: (772)318-0015
Jo6Number. •�•••���•••
J1800504
Customer.
GHO Homes
Name:
MW 2056 Biscayne Grande
Address: - -- _ - -- - - - - - - - - -_
Lot 2056
City, ST, ZIP:
Saint Lucie County, FL
General Truss Engineering Criteria & Design Loads
Building Code end Chapter.
—FBC2017/rP12014 _ _
Computer Program Used:
Mrrek Version: 8.23 Oct 2
GmWty:
Gravw- _ -
45.0 psf ROOF TOTAL LOAD
N/A
Wind
BulldingAuthodty:
160 mph.from MWFRS(Envelops) ASCE 7-10 (Low Rise)
St. Lucie County
3� Qier' v\GENSFL��i
�.
PE7 051 '1
2= r 1
`: ' STATE OF-
0'�'�.��
No.
Date Date
Truss IDU
a 1
11/16118
Ai
2
/1/16118
A2
3
11/15/18
A3
4
11116H8
A4
5
11/15/18
A5
6
11/16118
A6
7
11116118
A7
8
11/16118
As
9
11/16/18
A9
10
11/16118
A10
11
11/16118
A10A
12
11/16118
A10B
13
11/16/18
All
14
11/16/18
Al2
161
11/16118
1 A13
18
11/16/18
A14
17
11/16/18
A15
18
11/16118
A16
19
11/16118
B1
20
11/16/18
B2
21
11/16118
B3
22
11/16118
64
23
11/16118
B5
24
11/16/1B
85A
25
11N6/18
16
26
11/16/18
C1
27
11116/18
C2
This cover sheet is provided as per Florida Statute 61Gi5-31.003 in lieu of signing and
sealing each individual sheet An Index sheet of the truss designs is attached which is
numbered and with the indentification and date of each drawing.
Engineer of Truss Design Package
Brian M. Bleakly CO
FL Reg. Eng. No. 76061
P
2590 N. Kings Highway FILE way
Fort Pierce, FL 34951
No.
Date
Truss IDB
28
11/16/18
C3
29
11/16/18
C4
30
17rdia
C5
31
11116/18
CJ3
32
11116/18
CH
33
11/16118
CRT
34
1 11/16118
1 D1
351
11/16/18
1 D1A
36
11/16/18
D2
37
11/16/18
FG1
38
11/16/18
FG2
39
11/16118
A
4o
lins/18
J1c
41
11/16118
J3
42
11/16/16
J3T
43
1 11/16/18
J5
44
11/16/18
JET
45
11/16118
J7
46
11/16118
-JIB
47
11/16118
VC
48
11116118
RD
49
11/16/18
JIG
50
111
1611E
J7 r
51
ll/16118
J14
62
ll116/18
J16
14JI 74h /
RECEIVED
JAN 0 2 2019
ST. Lucie county, permitting
Page 1 of 1
TYPICAL DEfTAIL G CORNER 4A
NOTE: NDS=-WoUcnar-Design-Spea�cEio's' - - --ALLOWABLE-REACTION_PER-jOINi__ -^
for Wood Construction`,
132.5# per Nail (D.O.LFactor--1.00)' ? ® ro zssd - z-1sd Naps REa'D.
rids toe nails only have 0.83 of `' O UP To 364¢ - 3-16d NAILS REQ'D. ': *
'lateral Resistance Value.
FOP GIRDER
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Typical jack 45
attachment
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`, y 1
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----
SOUTHERN
MINIMUM GRADE OF (UMBER LOADING (Ey, SRL WGt OOS
tm 2s4 SYP $2 L 0 F802a17
B.C.2K SIP 2 lop
WEES 2a4 SYP Mad BanOM 00 10
SPACING 24r O.G
TRUSS . Fort Pierce Division
2590 N. Kings Highw ,
95
COMPANIES (BOO)232 0509 (772FL ) 4464-4160
Fox-.(772)318-0016
MrMn M. Blackly Struat Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
TYPICAL DETAIL @ CORNER - HIP
' NOTE NDS=National Design Specifictions- - — ALLOWABLE REACTION_ PER JOINT
a
for Wood Construction. UP
" "•
® :TO'265f > 2=16d NAILS REQ'D.
132.5# per Nail (DAI-Factor=-1.25)
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aim
use 2-16d
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--------��
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se
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�`
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- - - - - --
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- - - - - --
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TO HIP JACK GIRDER
TC
- - - - - - -
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-------
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-------
3-16dnailsBC
-------
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JACK GIRDER (CJ5) TO HIP GIRDER
TC
- - - - - - -
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BC
- - - - - - -
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-
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SPACING 24' C.C.
SOUTHERN
Fort
t Pierce Divaiysion
2590 N. Kin
Fort Pierce,9 g
FL 34951
COMPANIES (800)232-0509 (772)464-4160
ht1F//ww=LA� Fox:(772)318-0016
Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
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MINIMUM GRADE OF LUMBER
Try Chad ;RR4 RYP /2'er h.Uor
Boll FAmrd 2x4 SYP 2 or bdtar :.
�Wobo 2x4 SYP ` or bettor
E"440 OFNm;pEM FOR Mm= FIND
8►ACLe►po1411afyYi1i11�AlI AT 4'0o NAIL'.-
ryry. e��pl�gr BE SGFOMM 90 TIIR ONE SPUC!
'd •y lwofl¢A.' i� Z:.
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no 'AMqW= FOR 10E FOLLOWOIO WOO CGIRMOM
160_1041 W20. 70' UFAN HIM ASCE 7.10 CLOSED M.00.
LD 'A' vOmE IR wpm 1I U s mU Oaffro M- PSF
1tm BIDO. �1RWF
WOO 7o CrtD P>r
FROIfiFAOE WY BE OFFSBr FIION BAv FACE
PPNN77�® A7 AS SUM Film ARE SPACED 4' 00 IMN.
OPPONAL
SPLICE
G�• ? ^ ° * ATTACH PIGGYBACK WITH
rbatck ®E
WEB BRACING CHART
WEB LENGTH
REQUIRED BRACING
0' TO 7V
NO BRACING
1x4 i BRACE. SAME GRADE; SP 0IEs As WEB
7'e' TO 10'
MEMBER, OR BETTER AND BOX I-ENOM OF WEB
MEMBER. ATTACH WITH Bd NAILS AT 4' 0/C.
2x4 'T' BRACE. SAME GRADE, SPECIES AS WEB
10' TO 14'
MEMBER. M
4'
THaBANTOCEm Em ArACHWITH I dNAILS
�dl
JOINT
TYPE
SPANS UP TO
30'
34'
30' !
52'
A
2x4
2.5x4
2.5x4
30
B
40
50
5x6
US
C
1.50
1.5x4
1.5x14
1.5x4•
D
5x4
5x5
5x51
I.
Cr.
aq
cl
I
CI
COX PLYWOOD WITH "Ild HAMS IN EACH BOTH FACES O •4'-0' O.C. MAX'
vv QS r-- r-n T r--L g
I —01 kaw Is ml Bu n v m tr of hmr dwFw, 06 m
a to NN asm
Ien IhS 4!m du
IN Pod AVRL
on
Maxlrgun Lauding
55paf at 1.33 Duration Factor
Sopaf at 1.'�5 Durdtlan Factor
47pef at 1.h5 Duration Factor
SPACING AT 24' O.C.
SCAB-BRACE•DEfAIL
Note: Scab -Bracing' to be used when continuous
Were! badN at midpoint (or T-Brace) is
Impractical. a^;. ,•: .
7,
ST --SCAB-BRACE
Scab must mvetM length of web +A B'•
THIS DETAIL IS NOTAPIJCABLE WHEN BRACING IS
REOIAREBATIA-POINTS ORFERACE ISSPECIPIED.-
APPLY 2x SCAB TO ONE: FACE OF WEB WITH
2 ROWS OF 1Dd (3' X B.13T) NAILS SPACED S"O.C.
SCAB MUST BE THE SAME GRADE, SIZE AND
SPECIES (OR BETTER) AS THE WEB.
MAXIMUM WEB AXIAL FORCE = 2500 Ibs
MAXIMUM WEB LENGTH=•12-0'
2X4 MINIMUM WEB•SWE-
SCAB BRACE MINIMUM WEB GRADE OF tl ii
-
Na0.s� / Sermon DetaY
®•E— Scab-Bracs
Web
Scab -Brace must be same species grade (or better) as web member.
.tij'.•n,:c$iA
_... .cps: .. -tol
;y ,.
L-B-RACE DETAIL
Nailing Patlam.
L-Brace size
Nag Sae
Nag SLfa
1X4 or S
2x4-, 6, or 8
d
16d
I
o.c.
Note Nall along entire length of L-Brace.
(On Two-PVs Nall to Both pUqs), : .. ... I
Note: L-Bracing to be used when c6ntinuous
literal bracing Is bnprdcdcaL L-brace
must cover BCL%of web lengtk: , OU
L-Brace Stm
for One Ply Truss
SPeciffed Continuous
Rom of Lateral Bracing
Sizea
1
2
or 4
[ !2
—
IX4
24
j
126
X8
2xB
— DR= SUBSTnUT;CN NOT AMICABLE.
L-Brace Size
-fbrTvm-PlyTnw
Specified Continuous
Rom of Lateral Bracing
Ste
1
.2
or 214
A2x
[
2x4
2x6
2xB
' DIREcT summuTION NarApurABLF-
Lm-Brace must be same sPedw 9fiiii; better) as web mprnw.
t
4N
1Z F!li
'AF
V
T BRACE / I -BRACE DE WL
Note: T-Brac$ig / Wradng io ba used when mNim
Is lnr a cal.TBrace / I Brace must cover 9_
Note: This detall NOTtu be lied to coVertT-Br ux
webs to cordinuous Ialaraf braced webs.
Nailing Paftm
T-Brace sae
Natl81m
Nag Spafg
1x4 or 1xS
10d
8' ca
2x4 or 2x5 or W
16d
B' O.C.
Note: Nag along entire length •of:T-Brace / Wraw.
(On Two-Plys Nail to Both Piles) . ;
alternate position
SPACNG
w
Nails / Sectim Deiall
T-Brace
wob
Brace Sae
for One -Ply Truss
Specified Continuous
Rom of Lateral Bracing
Web Sim 1 2•
2xSvr2r4 tx4(yT-Bracelx4(71-Brace
W 1(-)T-Brace2r6 I -Brace
2 8 2 IT -Brace WI -Brace
Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Brararig
1
2
2x4 T-Brace
2r4 I-BraceW
n
T-Brace
2r S I-Brace2r8
T•Brace
2x81-Brace
alternate positron
v
- rx
Nags
T; Brace / i•BraCe rrit6i be SamB SpBCIeS enrd grade (� � aS Web rrrernber. '
^(7 NOTE If SP Webe are tried In the bass 'Ix4 or IXS SP braces must be stress
web
I-B race
,
mled boards ugh design varies ftmt are equal to (or better) the tr sdweb
• .
,, ,..., design Values .._ �.- <,. .. ..•. ,. .
For SP lnas (umber grades up tri ?2ivMh,l�bracirrg material, use IND 45 for T-Bt1 Br.
Nods
For SP fries lumber grades up tri S7 ivW 1)L tiri ft mat rlai, use IND 55 forT-Bracefi Br.
_..S SY.
ft Li14��, Y
.
S y'
r.•.
.•q Y.-J.4i, . .fit �.1l.YY-f_.y
aWH
y
-a n .. r -.
ram+•- � w.tiY
u
O
N65
Nay ype y
Bisc yae
MW-20 6-81SCAYNE GRANDE
A7
HIP GIRDER 1 1
Jab Reference (optional)
. ..... „ .'. a. " name, ram, —I
NOP2X STP=
2x4 II' 2
1
5x7 4
3
� 1g
4X5 = 5X6 =
4x5 O
- - - -Deed Load Defl. =41/181n- __
3x5 11
6
3X4 II
77 3x6 C
\�8 3x5C
14 2x4 II j4
16 10jY
15 11
3xB= 4x6= 13 12
3x4 II 5x6 = 46 =
1 8.313 1 1- 1 22E-0 1 341-5 I 39-3-7 1 4=j
&3-13 733 6-t1-0 11-7-5 S2-0 541-9
Plate Offsets MY)- (3:038.0.3.01.
16:0-1.12.0-1-8t
(12:0-1-1z 0-z-12]
r14:D31z
0-3-41
in:0-5-1z Edge? 119:0-3-0 0-2.41,
(20:0-2-3 0-1-01.
(22:0-2-3;D-1-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in Qoc)
Vdeff
Ltd
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC
0.90
Vert(LL)
-OAS 14-16
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.93
Vert(CT)
.1.18 14-16
>458
180
BCLL 0.0
Rep Stress Ina NO
WE
0.93
Horz(CT)
0.28 10
We
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 274 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 *Except* TOP CHORD
T3,T4: 2x4 SP No.2 BOT CHORD
BOT CHORD 2x4 SP M 31 -Except' WEBS
B2,B5: 2x4 SP No.3, 136: 2x4 SP No.2
WEBS 2x4 SP No.3'ExcepY
W3,W9:2x4 SP No.2
OTHERS 2X4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-1-13). 10=0-8-0 (min. 0.2.9)
Max 1-1ors2=246(LC 6)
Max Uplifl2=609(LC 8), 10- 609(LC 9)
Max Gmv2--2170(1-C 1). 10=2170(LC 1)
FORCES. Qb) - Max Comp./Max Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=-0861/996, 3-4=3706I1003, 4-5=2707f/46, SS=2682f781, 6-7=-4650/1305,
7-8=-4528/1155, 8-9=4605/1135, 9-10=3976/1035
SOT CHORD 2-19=955/3354, 4-17=196f764,16-17=77613225,15-16=53113000, 14-15=531/3000,
7-14= 386/279, 10-12=79BM484
WEBS 3.19=A19239,17-19=95513279,3-17=262/204,4-1fi=1235/570,5-16=-4B7/1902,
6-16=1083/526, 6.14=,533/1673,12-14=76313529, 9.14=83/592, 9-12---814252
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 4-16, 6-16
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=1lift; CaL II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Ali plates are MT20 plates unless otherwise Indicated.-
4) This tniss has been designed fa a 10.0 psf bottom chord live load nonconcunent with any other live bads.
5) Provide mechanical connection (by othem) of truss to bearing plate capable of withstanding 100 lb uplift atJolnt(s) except (0=1b) 2=609,
LOAD CASE(S) Standard
- LrUxLc.
""..-
\��0.`�.
xe
i/Fss10
NARI� NG\N
r
e
NSa
Ns5 ype y
Blsreype
MVV-20%II15CAM E GRAN DE
A2
Hip 2 1
Job Reference (optional)
Scu err IMM, FL Pierre, FL. 34951
6.00 V2
NOP2X STP=
4x5 i
5x5 =
5x5 =
3x4 0
9 3x5 C
Us
�10 it
-Deed Load Deft. -518 lnr -
NOP2X STP=
2x411 ° 2x411
1 12
fi
Sx8 = 19 18 17 13
22 21 3x5- Us = 15 14
4x5 =
M= 3x4 11 315 = 3x4 II 4x10 = bxs =
83-13 157-0 21-0-0 24-04] 290.11 34-15 3'7 45-0-0
5-3A3 733 SSO 3-0.0 50.11 50.11 52-1 SB-9
E r¢
0
Plate Offsets (X,Y)- 16:0-2-6,0.2-01,
17:0.2.8,0.2-01, f8:0-2.12,0.1-81.114:G-3.8,0-2-81
rl6:0.312,0�3.41, f20:0-5.12,Edne1
122:0-3-0,0-2-01
R&D-2.3,0.1-01 125:0.2-3.0-1-01
LOAOING(pq
SPACING- 24)-0
CSI.
DEFL
in Qoc)
Vdefi
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.69
Vert(LL)
-0A2 16-18
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
SC 0.85
Vert(CT)
-1.04 16-18
>521
180
BCLL 0.0
Rep Stress Inn YES
WB 0.89
HDR(CT)
0.28 12
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight 282 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
Tt: 2x4 SP M 31
BOT CHORD 2x4 SP M 31 *Except'
BUS: 2x4 SP No.3, B6: 2x4 SP No.2
WEBS 2x4 SP No.3 'Except-
W3,W9: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (s¢e) 2=0-6-0 (min. 0.1-13), 12=0-0-0 (min. 0-2-9)
Max Hoa2-231(LC 7)
Max Upl1fl2=59B(LC 8), 12=598(LC 9)
Max Gmv2=2170(LC 1), 12=2170(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid calling directly applied or 6-84 oc bracing.
WEBS 1 Row at midpt 5.19, 8.18
FORCES. Vb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3864/955, 3-4=3649/973, 45=3704/971, 5-6-2842/754, 6-7=24641723,
7.8=28347770, 8-9=-462211261, 9-10=-4519/1127,10-11=-460G11107, 11-12-39T7/1012
BOT CHORD 2-22=922/3357, 5-2D=220f782, 19.20=73113214,18.19=36812464, 17.18=51473103,
16-17=51413103, 9.16=350253, 12-14=77813486
WEBS 4-22=-421/236, 20-22-939/3282, 5.19=11861552, 6.19=256/945, 7-18=230/996,
8-18=1065/507, 8-16=50511567, 14-16=76613525, 11.16=671583, 11-14=-814252
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.Opst h=16ft; 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 am MT20 plates unless otherwise Indicated. - '-
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint(s) except W-lb) 2=598.
LOAD CASE(S) Standard
Y,Y{SY.•1 h �. y`t1 IrJ , .�- � fx5• .'. �[G \\\\,11'I LJI��///
-a, .:c�;`3:`. yx=i "m.<ail•: ..: .. �,. Q\tea_
oe
ra l I
STATE
4r
FOR ID P:G \�\N�
///j)s 0NA'
a
o
russ
rues ype Y Bierame
MW-205GBIBCAYNE GRANDE
A3
Roofspedal 1 ,
Job Reference o tlonal
.�_,,, ,,_ ,r�rie,w, r,.., .r==, ID:W7re'GoF bX9G2d3im16U
•2-0-0 8313
-0 2-11-15 4-0-11 1 15.7-0 1 21-0-0 123-0-1� 26-0-0 1 I 34-1
'24H1 e•3-13 733 5-52-0-0 30�11
Sx5 = Bxe MT2DHS=
5x5 =
6.00 F12 6 7
NOP2XSTP=
m
2x4 II z
45 =
4x5 4
5 -
Sx6 =
_•.•• — 4x6 =
3x5 =
3x4 II 4x9 =
8313 15.7-0 2,-0-0 26.0.0 34-1-5 39-3-7 45-0-0
Dead Load Dell. - 7116 in-
NOP2X STP=
2x4 II 7,�pvq
3
14 r$1�
4,5 =
Plate Offsets (X Y)—
r/'D-2-8 Edpel I8:0-60 0-2-01 19.0-2-40.1.87
115.0-2-00-2-8]
M7:0-2-12.0-3.41
121:0.5-12 Edge7 123:030 D-2-01
124:0.2.3 0-1-01
126:13-2.3.0.1-01
LOADING(psf)
SPACING- 2.0-0
CSI.
DEFL
in Poo)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.89
Vert(LL)
0.48 20.21
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.26
SC 0.93
Vert(CT)
-0.8120-21
>670
180
MT20HS
1671143
BCLL 0.0
Rep Stress Ina YES
WB 0.88
HOrz(CT)
0.30 13
n1a
n1a
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Weight 2891b FT=20%
LUMBER- BRACING-
- TOP CHORD 2x4 SP No.2 *Except' TOP CHORD
Structural wood sheathing directly applied.
T1: 2x4 SP M 31 BOT CHORD
Rigid calling directly applied or 2-2.0 oo bracing.
BOT CHORD 2x4 SP No.2'Except' WEBS
1 Row at midpt 5.20, 6-20, 7-20. 9-18
Bl,B4:2x4 SP M31, B2,135:2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
+ W3,Wll: 2x4 SP No2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-6-0 (min. D.1.13), 13=0-8-0 (min. 0-2-9)
Max 11o=2=•231(LC 6)
Max UpIWQ2 598(LC 8), 13=-025(LC 9)
Max Grav2=2170(LC 1), 13=2170(LC 1)
t FORCES. (Ib) - Max. Comp.IMax. Ten. - Al forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=3864/956, 3-0=.3649/974, 4-5=-3710/969, 5-0=2B421805, 6-7=2705/813,
7-8=2731/816,8-9=-3094/869,9-1D--4590/1324, 10-11=4504/1208, 11-12=-4585/1188,
12-13=397811074
BOT CHORD 2-23=92213358, 5-21=2111802, 20-21=726/3220, 19-20---430/2731, 18-19= 430/2731,
n 17-18=55213248, 10-17=326@28, 13-15=-833Y3486
WEBS 4-23=4261236, 21-23=937/3313, 4.21=270/211, 5-20=11681519, 6-20=627/2053,
7-20=11991496,8-18=285/992,9.18=979/460,9-17=-47111417,15-17=-827/3486,
12-17s-60/568, 12-15=805269
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vul—160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf, h=1611; Cat II; Exp C; End., GCpi=0.18;
are
13=625.
LOAD CA:
d fore 10.0
ion (by others
I .
psf bottom chord INa load noncencunent with any other live loads.
of truss to bearin4 plate capable of withstanding 100 Ib uplift etjoinl(s) except at -lb) 2=59B,
EN Y f i ^fs ry`
tf e rr PE7 051"
t
D 1 STATE F
i
S
1
Job
NSS
russ lype Lay My Biscayne
MW-2056-BISCAYNE GRANDE
A4
Roof8pedal 1 1
Job Reference (optional)
S.=M, MU, Ft MeM. r1._. Ubl rtun-a1JuaV Al zm a rnni U1U a LaeLl zUl a MI eKIneesNes. Inc. rn Noy la ueza:l U.[ul a rage
ID.W7reevh.RkbX9G2d3im16UyLD=*mxAl2dOKgsj83DHg6ml4Tdmhz4iPXOZt UiylgWx
-2-0-08-3-13 15-7-0 21-0-0 25-0-1 280-0 34-1-5 3937 45-0-0 7
24)-01 8.3-13 I 7-&3 1 65-0 1 4-0-OrS� 6.1-5 I fi-2-1 5�9 p2-0-0-0
-Deed Load Deb?3/81n—
Sx5 =
6.00 2 6
1
4x5 4
5
3x5 G
3x6 4
4
3
NOP2X STP=
2x4111 2
5xB =
22 21
4x5 = 6x8 = 3z4 II
Sx5 = 5x5 =
7
445 C
W
9
3x5 C
115
Sze az
a
w W9
t0 11
ady
NOP2X STP=
10
16
2 2x4 II
19 17
12
78
13
Ca
418 = 4x6 = 3x8 =
15
14
bx6 _
3x4 II
4x9 =
8-313 I 15-7-0 I 21410 2800 I 34-1-5 3937 I 450-0
Plate Offsets (X Y)— r8:0-2-8
0-241 114:0-240-2-81
f16:0-9-4Edpel
r17:0-2-00-1.81 f20:0.5-12 Edge7 122:0-0-0,0-241
f23:0-2-30-1-01
125:0.2.3 0.1-01
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL
in Qoc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.98
Vert(LL)
0.30 19-20
>999
240
MT20
2441190
TCDL 15.0
Lumber OOL 1.25
BC
0.85
Vert(CT)
-0.6817-19
>798
180
BCLL 0.0
Rep Stress Inns YES
WB
0.91
Horz(CT)
0.31 12
n/a
n/a
BCDL 10.0
Cade FBC2017r P12014
Matrix -MS
Welght288lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied.
T7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-5-10 Do bracing.
BOT CHORD 2x4 SP No.2 *Except WEBS 1 Row at midpt 5.19. 7-19. 9.17
B1,B4: 2x4 SP M 31, 132,85: 2z4 SP No.3
WEBS 2x4 SP No.3 'Except
i W3,W11: 2x4 SP No.2
OTHERS 2z4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0.1.13),12=DA-0 (min. 0-2.9)
Max Horz2=231(LC 7)
Max Uplift2=598(LC 8), 12-625(LC 9)
Max Gmv2--2170(LC 1), 12=2170(LC 1)
% FORCES. (lb) - Max. Comp./Max Ten. - Al forces 250 (lb) or less except when shown.
TOP CHORD 2-3=38641956, 34=3649/974, 4-5=-3706/966, 5-6=28561798, 6-7=2793/11M.
7.8=2979/886, 8-9=3416/921, 9-10--448211222, 10-11=-4623H202, 11-1Z 397311070
BOT CHORD 2.22-922J3357, 5-20=189f/74, 19.20=722/3216,18-19=526/3092, 17-1 B=526/3092,
16-17=85614108, 9-16=1671855, 12-14=828/3480
WEBS 4-22=-423f234, 20-22=922I3294, 4-20=275214, 5-19=1145/501, 6.19=5572126,
7-19=12911511, 7-17=-561181, 8-17=247/1149, 9.17-13651522,14.16=81613464,
11-16=-09/616, 11-14=-017269
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) W nd: ASCE 7-10; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf, h=1611; CaL II; Exp C; End., GCpi=0.1 B;
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 psi bottom chord live load nonconcu ent with any other live loads. .
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplH1 at Joints) except rib) 2-598,
12=625.
LOAD CASE(S).Srsnde'nl._ - ,+•1-+F.. -l-'- :{?•y1^+: C',:'+ .
GEN \N Ixi�
PE 7 051;
F�; S.T •'yr e,, llr f.�4F i�+ - V
' = �i:r:f,i7p,�. �^• i• � t STATE F
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n
e
rUSS
Inuss lype My
Biscayne
MW-205&BIBCAYNE GRAODE
A5
JLVY
Roof Spadal 1 1
Job Reference (op9one0
aoumem ,runs, n "arcs, ru., erear
NOP2XSTP=
2" II 2
o
Us=
- - - - - - - - - - - - - - - -Dead load Dan. -7116 in
5x5 =
8.09 12
6
4x5 i
5x5 = 5x5 =
5
7
3z5
4x5 C
3z6 i W4
a
3x5 O
WB
3z8 1
3 4
10
11
r'
NDP2X 5TP=
6
70
2 2z411
16
i
�12
=
19
18 17
13 r
22 21
4x8 =
Sx6 WB= 3.8 =
15
ib
46 =
516 = 3x4 11
3x4 II
4x9 =
&3-13 1&7-0 21A0 30-0-0 34.1-5 39-3-7 45-0-0
l_2o tn.n 6.f111 4-1.5 s2-1 5$9
Plate Offsets (X,Y)- 18.0
2 8 0-241 114.0-2-0 0-2.81
M6'0.104 0-3-0I
f20.0.5-12 Edne7
I22'0.3-0 0-2-41 123.0.2-3 0.1.01
125.0-2-3 0-1-01
LOADING
SPACING- 2-0-0
C51.
DEFL
in (loc)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC
0.89
Vert(LL)
0.29 19-20
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.85
Vert(CT)
-0.7217-19
>752
180
BOLL OA
Rep Stress Inor YES
WB
0.87
Horz(CT)
0.29 12
n1a
n/a
BCDL 10.0
Code FSC2017/1-P12014
Matrix -MS
Weight 285 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
Structural wood sheathing directly applied.
' T3,T1: 2x4 SP M 31 BOT CHORD
Rigid ceiling directly applied or 6-5-10 oc bracing.
BOT CHORD 2x4 SP M 31 'Except* WEBS
1 Row at midpt 5-19, 7-19
B2,B5: 2x4 SP No.3, B6: 2x4 SP No.2
WEBS 2x4 SP No.3'Except*
1 W3,W11: 2x4 SP No.2
'
OTHERS 2x4 SP No.3 .
REACTIONS. (size) 2=041-0 (min. 0.1-13), 12=0.8.0 (min. 0-2.9)
Max Horz2=231(LC 6)
Max Uplifl2=598(LC 8), 12=625(LC 9)
Max Gmv2=2170(LC 1), 12=2170(LC 1)
x FORCES. cab) - Max CompJMax Ten. -All forces 250 (Ib) a less except when shown.
TOP CHORD 2-3=38641956, 34=36491974, 4-5=3703/966, 5-0=28621796. 6-7=-28531793,
7-8=3269/941, 8-9=369811002, 9-10--4528/1219, 10-11= 460811199, 11-12-3977/1073
BOT CHORD 2-22 =92213358, 520=193f760, 19.20=722/3210, 16.19=61213493,17-18=612I3493,
1&17=-83714068, 9-16=1931626,12-14=83213465
,. WEBS 4-22=-4211234, 2&22=924/3279, 4-20=279214, 5-19=1123/502, &19=-5262072,
7-19=14671574, 7-17=538239, &17=-329I1401, 9.17=1133/437, 14-16=836/3453,
11-16=-83/590, 11-14=816275
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l6Dmph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Dpst, h=16ft; Cal 11; 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 psi bottom chord live load noncencurrent with my other We loads
6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift st)olnt(s) except at-i) 2=598.
125
' % •+�
LOAD CASE(6) Steno .
c«rt
Y rZ1.xr.i ��l, "a.
i{
5
N. M BL
\�
4*'Y4 � � 1t,1:.�.'r:2...
...'��'`r`ri 1•tir'r ,'+,y
- �"'
� � �'�' \ �' i
e-
�j-
PE 7 05"J-
A"I-i
STATE F i%
���isS 0NAI: ���N
o
russ
russ lype Qly 131 r yne
MW-2056BISCgrNE GRANOE
Aa
1111Y
Ra SWdal 1 1
Job ReferenceSopflDnal
a..m=u, nu
6.00 FITZ
3x5 6
3x6 i
4
3
NOP2X STP= W
20 II 2
0 1 '
24
US = 5x6 =
5x7 =
5x5 =
6 7
4x5O
5 -
Sx5 = 5x5 =
8 3x4 II
10
=41 Sx8 = 21 20 19 18 15--
23 3X5 — 3x10 MT20HS= 3x5 = 16
3x4 II 3x8 = 3x4 II
LOADING SPACING- 24)-0 CSI. DEFL in (loc) Vdefl Ud
TCLL 20.a Plate Grip DOL 1.25 TO 0.91 Vert(LL) -0.30 18 >999 240
TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.71 18-20 >762 180
BCLL 0.0 Rep Stress Inv YES WB 0.83 Hoa(CT) 0.32 13 n/a We
BCDL 10.0 Code FBC2017rrP12014 Matrix -MS
_ LUMBER- BRACING -
TOP CHORD 2x4 SP No2'Excepr TOP CHORD
T4,T1: 2x4 SP M 31 BOT CHORD
BOT CHORD 2x4 SP No.2'Except' WEBS
B1:2x4 SP M 31, B2,B5: 2x4 SP No.3
4 WEBS 2x4 SP No.3'Excepl•
W3,W12: 2x4 SP No2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-1-13),13=04-0 (min. 0.2.9)
Max Ho22=214(LC 6)
Max Upli82= 584(LC 8),13=614(LC 9)
Max Gmv2=2170(LC 1), 13=2170(LC 1)
f FORCES. Ob) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 23=3865/927, 3-4=36501945, 4-5=37021925, 5-6=3031/808, 6-7=.2718770,
73=31161783, 8-9=3978H058, 9-10=-4424I1244,10-11=-436211145,11-12---0451I7124,
12-13=3970/1046
Y- BOT CHORD 2-24=88213359, 5-22-189fr62, 21-22--66513205, 20-21=42812651, 19-20-=-696/3996,
18.19=-69613996,17-18=-620/3551,1G-17=2921213,13.15=80513477
WEBS 4-24=-4221227, 22-24=-885/3285, 4-22--268/228, 5-21=10731457, 6-21=360/976,
r.2O=165/366, 7-20=2191973, 8.20=1663/583, 8-18=-649249, 9-18=2131892,
9.17=-409/1142, 15-17=812/3455, 12-17=99/446,12-15=744255
Oeed Loatl Oefl: =�118 in— -
3x5 Q
3x6
1112 0
NOP2x STP=
3 214 II p
13 1�
14 0
15
4x10 = 416 =
PLATES
GRIP
MT20
2441190
MT20HS
1871143
Weight 303lb
FT=20%
Structural wood sheathing directly applied.
Rigid telling directly applied or 2.2.0 oc bracing.
1 Row at mldpt 5-21, 6-20, 8-20
NOTES-
1) Unbalanced roof live loads have been considered for this design.-
2) W1nd: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mpt5TCDL=S.OpsF, BCDL=5.Opsf; h=1M CaL II;E;ji C; End., GCpl=0.18;
MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60wy..,
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 nonconanentwith any other live loads.
6) Provide mechanical' connection (by others) of truss to bearing plate -capable of withstanding 100
lb uplift atjoin4s)'except at -lb) 2=584,
13=614 r /� esii i' ,. •!`oti �'�
•'i,e °}
...
LOAD C�ASE(S)
``
Na
. i il� Yf1\ it •
II PE7 051^
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_�
- •••'1• .IY
n'>r aK'w7 ::;i;:�1: ;Y:
t
p1
Flyn'
JSTATE
iy
c
o
7
ruse ype y
B.tar.
MW-205fi-BISCAYNE GRANDE
A7
Hip 1 1
Job Reference o Eonal
>oumem I MU, FL Plerca, r1. a '
NOP2XSTP=
2x4 II p
1
4x5 =
5xs =
5x5 =
6.00 F12 6 7
4x5 G
5
3x54 We
3x6 i 4
4
3
0
Sx8= 19 18 17
22 21 3.5 = 06 =
W= 3x4 II 3x8=
Dead Load Defl. a 7116 in
3x5 O
8
30 II
6 USC
US
10 11 m
NOP2X STP=
16 1 4 2x4 II of m
12
t3 0
15 14 _
3x4 II 4x9 = 46
8313 157-0 194Y0 26-0-0 34-15 338-7 450-0
I
Plate Offsets MY)-f6.0-5-00-2-8117.0-3-00.2-81
f8•672.00.1.87
f14.0-1-120.2-87
fl6:0-2-120341 f20.0S12Edpel f22:0-M0-2-41
(23:0-2.30.1-01 f25:0.2-3,0.1.01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (Ioc)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL)
-0.27 16-17
>999
240
MT20 244/190
TOOL 15.0
Lumber DOL 1.25
BC 0.85
Vert(CT)
-0.7016-17
>767
180
BCLL 0.0
Rep Stress Ina YES
WB 0.83
Horz(CT)
0.29 12
n/a
n/a
'
BCDL 10.0
Code FBC2017nP12014
Malri
Weighb288lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2'ExcepY TOP CHORD Structural wood sheathing directly applied.
T3,T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-9-14 cc bracing.
BOT CHORD 2x4 SP No.2 *Except' WEBS 1 Row at midpt 519. 6-17. 8.17
B1,B4: 2x4 SP M 31, B2,135: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W3,W10: 2x4 SP No2
':-OTHERS 2x4 SP No.3
s'
REACTIONS. (size) 2=05.0 (min. 0.1.13), 12=0-8-0 (min. 62.9)
Max Hoag=211(LC 6)
Max Uplifl2=581(LC 8). 12=581(LC 9)
Max Grev2=2170(LC 1), 12=2170(LC 1)
FORCES. (lb) - Max. Comp.IMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 23=3866/921, 34=-3651/939, 45=3699/916, 56=-3075/815, 6-7=2720f723,
73=30851761, 8-9=4594/1196, 9-10-4507I1078,10-11=4588/1058, 11-12=-3978/977
BOT CHORD 2.22=874/3360, 520=1951750, 19-20=653/3198,18-19=-43712708, 17-18=43712708,
16.17=46213244,9-16=325/233,12-14=746/3486
WEBS 4.22-422I226, 20.22=-Wl/3282, 5.19=1014/441, 6-19=336/987, 7-17=202/960,
&17=962/431, &16=454H429, 14.16=736/3497,11-16-96/571, 11-14=8071244
NOTES- I- -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu6=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=5.OpsF h=161% 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. ...,.r. -,..T ,7¢�,„ ,• - _,,i,,•.; r
4) All plates are MT20 plates unless otherwlse Indicated. 'C
5) This truss has been designed for a 10.0 psf bottom chord five load nonconcument with any other live loads _ -
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except Gt=-lb) 2=581,
12=581.
LOAD CASE(S) Standard
a
a9
\\ . M-Bt
PN
irr`� f
.,P •.its s,p•
�\ \
�\GEN&
....g: 7` r'::
•'r'." ;y.:1':
`;•.-
�-O STATE F
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:.ham,
•. r -
-��y-��'��
2
J00
from ype 6ay Fly Bisnyne
MW-2056BI8CAVNE GRANDE
AB
Hip 1 1
Job Reference lopiI
--a- , NeS, tL He=. rL' i U.i
-•
- Dead Load Dee.-=7/161n-
Sx5 =
3x5 =
5x5 =
6.00 12
3x4 II
5 8
7
8
4x5
3x5 G
g
3x6
WS
3x5
4
3x6 O
m
4
3
WI
10
0
11
cb
NOP2x STP-
8
0
OP2x STP=
2x4 II 2
0
16
4 II to
`?
c 1
50 =
19
18 17
12
13 13
22
21
3x5=
46 3:8=
15
14
5x6 =
3x4 II
3x4 II
6x6 =
416 —
4x5 =
83.13 15-7-0 22-0-0 28-0-0 32-11-15 38-8-12 45-0-0
a_v.s I zva � fg1 I s7n2 i all-15 I S1L1z I 6a-a
Plate Offsets (X Y)- f6.0-2-8
0-2.41 i8.0.2.8 0.2-41 It6.0-6-4 Ednel i2042-8 0-3-01
i22.0.3-00-2.41
I23'0-2-3 0-1-01 f25'0-2-3 0-1-01
LOADING(psi)
SPACING. 2-0-0
CST.
DEFL
in (loc)
Well
Lid
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.92
Vert(LL)
-0.28 19-20
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(CT)
.0.69 19.20
>782
180
BCLL 0.0
Rep Stress lncr YES
WB 0.78
Horz(CT)
0.30 12
Na
n1a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight 287 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 31
BOT CHORD 2x4 SP No2'Except*
B1: 2x4 SP M 31, B2,B5: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W3,W9: 2x4 SP No2
* OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-1-13),12=041-0 (min. 0.2.9)
Max Horz2=191(LC 6)
Max Uplifl2=563(LC 8),12=563(1_C 9)
Max Grav2=2170(LC 1), 12=2170(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Raw at midpt 7-17, 9-17
FORCES. (Ib)- Max. CompJMax. Ten. -AII forces 250 (Ib) or less except when shown.
e TOP CHORD 2-3z38661880, 3-4=36511998, 45=3699/B60, 5fi=3645/993, 6-7=-3174f743,
7-8=2972!/38, 8-9- 3389/769, 9-10=42661975, 10.11=-43551953, 11-12=39561929
BOT CHORD 2-22=81913360, 5-20=3841297, 19-2D=.4902945,18-19=500/3174,17-18-500/3174,
16-17=59613835, 9-16=1511813,12-14=-696f3461
WEBS 4-22=-420213, 2D-22--82013322, 6.2D=-47711196, 6-19=216/539, 7-19=295/241,
7-17=-499/223, (1-17-207/1141. 9-17�1177/439,14-16=694/3434,11-16=121/414,
11.14=-6991220
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.Opsh BCDL=S.Ops ,, h=16ft; Cat II; Exp C; End., GCpl=D.18;
MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60,_, - 4 _1
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 noncencumant with any other live loads. ..�•
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift et)olnt(s) except QI=Ib) 2=563,
12=563."
LOAD CASE(S),Standard?°'
"-°.11.�s.; :, �.=iF:- Arti : , • ° ;.: - ., 4v �: \\\111 I I II///,
F
'1 " e. i � ��-� , r �:)'d :.jar .. �, / F
/ PE 05T
rj ' �by �:'lr'(,'t�.••t,l^!- ''.I .. .}_.'` 1.•+ �
i
STATE
r
0
N5a
N85 ype
y
5180ayne
MW-205&BISCAYNE GRANDE
A9
Hip Girder
1 1
Job Reference o tional
�wmam , rvss, rc nerve, r,_., .cow,
••
_ _ _ _ _ _
— _
_ _ _ - _ _
_ _ _ _
— _ .Deed Load Defl.-=7/181n -
Sx8 MT20HS=
6.00 12
2x4 II
5x6 =
8
7
9 3x4 11
9
US 4
3x5 J
3xs G
5 W6
4
3x61
3x5 G 4
10
3
1
11
NOP2XSTP—
2
OP2X STP=
2x4 II 2
16
2c4 II �q
�7
77
12 I
R 1
o
—
—
5%10 =
13
23
22 21 20
3x8 —
15
14
2x411
4x12= 2x811
3x411
5x7=
4x6
07 =
3x5 II
2x6 II
LOADING (PA
SPACING-
2-00
CSI.
DEFL in (loc) Vdefl L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TO 0.95
Ved(LL) 0.40 17-18 >999 240
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.70
Ved(CT) -0.7817-18 >688 180
MT20HS
187/143
BCLL 0.0
Rep Stress Ina
NO
WB 1.00
Hoa(CT) 0.31 12 n/a n/a
BCDL - 10.0
Code FBC201711P12014
Matrbk-MS
Weight 279 lb
FT=20%
LUMBER-
BRACING.
- TOP CHORD 2x4 SP M 31'Except'
TOP CHORD Structural wood sheathing dhec0y applied.
T2,T1: 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing.
BOT CHORD 2x4 SP M 31 'Except'
WEBS 1 Row at midpt 6.17
B2: 2x4 SP No.2, B4: 2x4 SP No.3
WEBS 2x4 SP No.3'Except*
W4,W10: 2x4 SP No.2
OTHERS. 2x4 SP No.3
REACTIONS. (size) 2=0-13-0 (min. 0-2-4), 12=0-8-0 (rain. 0-2-0)
Max Hom2=171(LC 7)
Max Upli82= 853(LC 8), 12=706(LC 9)
Max Grav2=2686(LC 1), 12=2439(LC 1)
% FORCES. (Ib)- Mm Comp./Mm Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=511711574, 3.4=-469411486, 4-5=-4623I1501, 5-6=5186/1725, 6-7=-470211468,
7-8=4701/1468, 8-9=4622/1381, 9.10=46S4/1298, 10-11=429611231,
11-12=4507/1229
BOT CHORD 2-23=1440/4506, 22-23=1440/4506,19-21=73/425, 6-19=70611734, 18-19=1424/4573,
17-18=140814548, 16.17=886/3896, 9-16=2961252, 12.14=954/3944
WEBS 3-22=-037231, 6.22=9221375, 5-19=286/698, 19-22=1337/4288, 6-17=56V19,
7-17=5891345, 8.17=646/1199, 8-16=-02611160,10-16=2551350,10-14=634252,
1446=941/3915,18-20=3481526
NOTES-
1) Unbalanced roof live loads have been considered for this design..-,,.,,.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDC=5.0psf, BCDL=5.Opsl, h=16fk Cat II; Exp C; End., GCpt=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp 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 nonconcument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except pub) 2=853,
12-708 ?s 'rY; h �aac c.4: •,f;J!�1'k+'T'S'+ •�"¢VF L�Ir'n •7!chLy!,':`Y..:: .-.
7) Hanger(s) or'" cennecton devices) shag ffider be provided sud to support conceted ntraload(s) 641b down and 82 lb up at 15-0.0 on
top dhord and 753lb down end 4321b up at 1S-5d on bottom chordr�i .a dh38lgnlselebVon of such connection devide(s) Is the
rs.
responslbl*ofothe
8) In the LOAD CASES) section ce loads applied to the faof thetNss noted es lick (F) or back (B). \\\
LOAD CASE(S) Standard 751. ;''�:. "' k .- f, • w / v i
1)Dead+ Roo}LNe(baIZce }.umber Increase=1.25, Plate lnrease-125x
- t{c:, f PE "F1
e:{MContinued on page 2
STA
rrs.Y aAx ^ r
Job
Was
Irum lype
uty ely
ft r.
MW-21)56�BISCAYNE GRANDE
As
Hip GWer
1 1
_
Job Reference o 0onal
__._....._ ..__ .._. .. ___.____ _ _
ID:W7re8vhoRkbX9G2d3iml6UyLD=-ZwJR76i9wgceR3WNe5 OgZKVytlBghUPQODVKIhMy gWr
—LOAD CASE(S) Standard _
lJalfon Loads (ply
Vert 1-6-70, 6.8=70, 8-13=70, 21-28=20, 20-21=20, 16.18=20, 15-31=20 - - - - - - - - - - -
Concentrated Loads Qb)
Vert 20=753(8) 6=34(B)
9
I
r •
5:
GE Ng
�;��;4iSr: sr�:_^�- r .;:. ,' a �:=:"• ,` �;71'v�� i y'�\� `� i
PE 051 1
b •r. - e l
STATE F f
l 4C,.
t y + Zs NAL1ENG?�N
�//s
"k. • • III
Job
Iruss
1russ lype
y
Biscayne
M*205 [SCAYNE GRANDE
Aid
Half Hip
7 1
Job Reference o tional
soumerc i m.. M Pierce, r�..++em
'
o.,,,. o...,,, a ...... ....., ��.�.. ,.._.,., o..... _. _,. �.. �..�.... ��....,...,...........,.,..._..,.._.... __........ .
ID:W7re8vhoRkbX9G2d3im16UyLDsz-l6spDRJnh_k73D52CokFMm8sb13Du6Zd94sEoylgWq
-2-0O
6-9-4
13-0-0
164}0 22-8-8 2%8:,8
24Y0
6-9-4
S2.12
34}q fi-8-8 7-0-0
d 1x.
Dead Load Defl:-= 1/a in
1x3 =
47 = 3x4 = 3,4 = 1x4 II 3xe =
6.0012 4 5 e 7 8
3x4= 1x411 3x9= 2x4 II
594i 13-0-0 iGba 22-&8 29-8-8
_�n v2n rrwn ]-0.n
17
Plate Offsets (X.Y)- r3'0-2-e
0-3-0] t4:0-5-4 0-2A1 18.0-2-12
0-1-81 110.0.1-12 0-1.ai r11:0.5-8 0.2-121
f 13'0.2-0 0.1.81
175:0-2-3 0-0-81
117:0.1-40-1-01
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL_
in Ode)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.66
Veri(LL)
0.11 11
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.26
BC 0.70
Vert(CT)
.024 10-11
>999
180
BCLL 0.0
Rep Stress Inv YES
WB 0.78
Horz(CT)
0.11 17
Na
Na
BCDL 10.0
Code FBC20171JP12014
Matrix -MS
Weighb184lb
FT=20Y
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No2 *Except!
B2: 2x4 SP No.3 BOT CHORD
WEBS 2x4 SP No.3 WEBS
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=-D-B-0 (min. 0-1-12), 17=Mechanical
Max Horz2=367(LC 8)
Max Upli112=386(LC 8), 17=-029(LC 5)
Max Grav2=1480(LC 1), 17=1325(LC 1)
FORCES. (Ib) - Max CompJMax Tan. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=24241537, 34=17631468, 4-5>1899160D, 5-0=14151454, 6-7=14151454,
4 7-8=14151454, 9-17=-13251429, 8.9=12631455
BOT CHORD 2-14=7072089,13.14=70912094, 10.11=.60811919
WEBS 3-14=0282, 3-13=6951341, 4-13=JO6I183, 11-13=-47211618, 4.11=-306/889,
5.10=633230, 7-10=538I309, B-lD=56111747
Structural wood sheathing directly applied or 3.2-6 as purilns, except
end verticals.
Rigid ceiling directly applied or 6-0-0 as bracing.
1 Row at midpt 8-17. 5-10
r NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vssd=124mph; TCDL=5.Opsf, BCDL=S.Dpsh h=16R;.Cat II; Exp C; End., GCpl=D.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 psi bottom chord live load nonconcu ent 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 100 Ito uplift at Jolnt(s) except at --lb) 2=386,
17=429. -
LOAD CASE(S) Standard
9.
;,t
t•1:
r ' •`1;
i IPE7 051IEU
10 ; STATE 17 p 7, k-
10
Job
Imes
I ruse lype
y
asrayne
MW-2056-BISCAYNE GRANDE
A10A
Haft lip
1 1
Job Reference (optional)
--- -- -- - - - -- - _ - - 3x4= - - 2041 - - - Deed Load Deft. -=3/16in -
7 a
3x4 // 14
LOADING(psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 241-0
Plate GripDOL 1.25
Lumbar DOL 1.25
Rep Stress Inv YES
Code FBC2017rrP12014
CSL
TC 0.66
BC 0.48
WB 0.67
Matrix-M5
DEFL in
Ved(LL) 0.23
Vert(CT) .0.34
Horz(CT) 0.16
Qoc) Wait Ud
3-13 >776 240
3-13 >535 180
9 We n/a
PLATES GRIP
MT20 2441190
Weight 921b FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2'Except'
TOP CHORD
Structural wood sheathing directly applied or 6-8-5 oc pudins, except
T1: 2x4 SP M 31
end verticals.
BOT CHORD 2x4 SP No.2 •Except'
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
B3:2x4 SP No.3, B2: 2x4 SP M 31
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SLIDER Left 2x4 SP No.21-5-8
REACTIONS. (size) 9=101echanical, 2=0-6-0 (min. 0-1-8)
Max Horz2=367(LC 8)
Max Uplifl9=252(LC 8), 2=220(LC 8)
Max Gmv9=646(LC 1), 2=855(LC 1)
FORCES. Qb) - Max CompJMax Ten. -All farces 250 (Ib) or less except when shown.
=
TOP CHORD 3.18=276/0, 34=12971349, 4-5=1043f258, 5-0=936273, 9-11=-617265
BOTCHORD 3-13=57111175, 12-13=-321/657, 11-12--338/673
'
WEBS 6.13=W/601, 6-11=747/370, 4-13�3851250
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=5.Dps ,, h=16f ; CeL II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp 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 nonconcurrent 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 100 lb uplift at)oint(s) except at -lb) 9=252,
LOAD CASE(S) Standard'-:-s15. ^ I,
4.�
t "r••" ni ar ' � ( yr t iv:
e , •• .r o b i STATE F� f
job
Iruss
I rues I ypB
Lay My Biscayne
UW-205"]SCA"E GP"DE
AIOB
Jack -Open Gisler
1 t
Job Reference o 0one1
JWYI¢T 1 NSS. �L rl¢IW. rL. ava, •v�•. v.wv v vo. a a-•.. • ... n. ...-...... v.--.--._......�............. ... .. ..... ... ...... .... . . . .
ID:W?reevhoRxb)(9G2d31m16UyLDsz-7%_e kl Db,JIWFyJDnjSByCbPmvh_s4TZylhylBWo
3-2-0
' 32-0
_— - - - - - - - 6.00 12 _ - - - - - - - - - - - - - - - - - - - -
3x1
2x4 II 3
LOAOING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
Qoc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL)
-0.02
34
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.48
Vert(CT)
-0.04
3-0
>954
180
BCLL 0.0
Rep Stress Ina
NO
WB 0.05
Horz(CT)
-0.01
2
n/a
We
BCDL 10.0
Code FBC2017fTP12014
Mabix-MP
PLATES GRIP
MT20 244/190
Weight 31 lb F7=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural Wood sheathing directly applied or 3-2-0 oc pudins, except
BOT CHORD 2x6 SP M 26
end verticals.
- WEBS 2x4 SP No.3
SOT CHORD
Rigid calling directly applied or 10-M oc bracing.
REACTIONS. (size) 4=0-8-0 (min. 0-1-8), 2=1vechanical, 3=14echanical
Max Hoa4=-74(LC 8)
Max UpIM4=380(LC 6), 2=78(LC 8), 3=412(LC 8)
Max Gmv4=1320(LC 1), 2=104(LC 1), 3=773(LC 1)
FORCES. Qb) - Max. CompJlvl . Ten. - All forces 250 (lb) or less except when shown.
NOTES.
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsF h=16ft; Cat II; Exp C; End., GCpI=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 nonconcument with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atJoint(s) 2 except Qt-lb) 4=380,
3=412.
7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 628 lb down and 272 lb up at 1-2-12,
and 13051b down and 449 Ito up at 1-2-12 on bottom chord. The design/selecIton of such connection device(s) Is the responslbillty, of
others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (3).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Incmase=125, Plate Increase=1.25
Uniform Loads (pif)
Vert 1-2=70, 3A=20 ,... _
Concentrated Leads (lb) • `• - '
Vert 5=-1933(F=628, B=1305) +<.
GENS
PE 7 051
D 1 STATE Fdn
f
`.40RIDA.
SSONAIIENG?�\\ '
_>
is 1 q
Job
toss
russ I ype Y
54 yne
MW-2056-BISCAYNE GRANDE
All
RIMISMdal 7 1
Jab Reference (optional)
aoumem irvsa, ry narw. r�., uraa, � ,_,-,_
5X5
5x6 =
6.00 FT2
g
7
3x54
Sx5= 6x5=
2c4\\
g7
8
3v6 4
3 4
NOP2XSTP=
i 2
//D
E
2x4 II 2
R9
1
19
18 17
16
15 14
3x5 =
4 5 =
Us =
4x6 = 3x8 =
4.6 =
3x8 =
LOADING(psf) SPACING- 2-0-0 C51. DEFL In Qoc) Udell Ud
TCLL 20.0 Plate Grip DOL 125 TO 0.66 Vert(LL) -023 16 >999 240
TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.5714-16 >947 180
BOLL 0.0 Rep Stress Ina YES WB 0.72 Hom(CT) 0.19 11 n1a n1a
BCDL 10.0 Code FBC2017/IP12014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except TOP CHORD
T3,T4: 2x4 SP M 31 BOT CHORD
BOT CHORD 2x4 SP M 31 *Except* WEBS
B3: 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. M-13), 11=041-0 (min. 0-2-9)
Max Hoa2=194(LC 6)
Marc UpIItl2=566(LC 8), 11=59B(LC 9)
Max Grav2=2170(LC 1). 11=2170(LC 1)
FORCES. (lb) - Marc Comp./Max. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2-3�3933/956, 3-0�3651/879, 4-5=-3562/902, Mi 2864/716, 6.7=-24921695,
7-8--31221805, 8.9---30551864, 9-10--34721906, 10-11=397WI021
BOTCHORD 2-19=901/3446, 18-19=6602972, 17-18=66012972,16-17=35412598, 1S16=64913491,
14-15=64913491,13.14=786/3485,11-13=786/3485
WEBS 3-19=3811272, 5-19=123/548, 5-17=709/380, 6-17=178/806, 7-17=-3441166,
7-16=2681987, 8-16=1127/486, 8-14=956/249, 9A,1=26211250, 10-14=532/279
Deed Load Dee.-=SI1Bin -
Us \ g
10
ti,N,OP2X STP=
D4 II �2
11 d
12
13 _
2x4 II 4x6
PLATES GRIP
MT20 2441190
Weight 261 lb FT = 20%
Structural wood sheathing directly applied or 2-5-0;oc puriins.
Rigid ceiling directly applied or 6-7-12 oc bracing.
1 Row at midpt 5.17, 7-17, 8-16
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=S.Opsf; BCDL=5.Opsi; h=1611; CaL II; Exp C; End., GCp1=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) AN plates are MT20 plates unless otherwise Indicated. ,v:,. •' '
5) This truss has been designed for a 10.0 psi bottom chard live load nonconourrent with any other live loads.
6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Gt=ro) 2=566,
11=598. i • '
LOAD CASE(S) Standard
. �d� - it �• ,-
:. M. B��g4�ii
PE "F1
`STA
o
cuss
mss ype Y Bismyne
MW-2056-BISCAVNE GRANDE
AI2
Roof Spedal 1 1
Job Reference (optimal)
Manem 1 Mae, rr. pierce. V" J ,
5x8 = 6.00 12 2x4 II
5 fi
3x5 K
3x6 O
4
3
NOP2X STP-
2x4 II 2
1
78 17 18 15
4x5 = 2x4 II 4x6 = 3xe =
315 =
Sx5 =
7
ALI
4 5 = 6x5 —
e
2x4 O
-00
14 13
5.6 = 3xa =
7-114 154-0 21k0 l 29-0-0 l 364Y0 1— 45-0-0
Dead Lad Dee. = 3/8 In
NOP2X STP=
20 II
12
y
d
416 =
Plate Offsets (X Y)— f5:0-6-0
0.2.81 f7'0-3-0 0-2-87 16:0-24
0-2.81
19.0.2-8 D-2-41
fl4:D-3-0O-3-41
f19:0.2-3 0-1-01
121:0-2-30-1-01
LOAOING(psf)
SPACING- 2-0-0
CSI.
DEFL
In poc)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.52
Vert(L-)
-0.23 14-15
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.86
Vert(CT)
-0.5914-15
>913
180
SCLL 0.0
Rep Stress Ina YES
WB 0.83
Hoa(CT)
0.19 11
n1a
r1a
BCDL 10.0
Code FBC201711PI2014
Matrix -MS
Weight 260 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP M 31 -Except'
T3,T5,T6: 2x4 SP No2
BOT CHORD 2x4 SP M 31 -Except'
B2:2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (sae) 2=0-8-0 (min. 0-1-13), 11=0-8.0 (min. 0-1-13)
Max Hoa2=174(LC 6)
Max Uplift2=546(LC 8). 11=581(LC 9)
Max Gmv2=2170(LC 1), 11=2170(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins.
BOT CHORD Rigid ceiling directly applied or 8-53 oc bracing.
WEBS 1 Row at midpt 4-17
FORCES. (lb) -Max CompJMax. Ten. -Al forces 250 pb) or less except when shown.
t TOP CHORD 2-3=3890/856, 34=-3682/875, 4-5=-3094/698, 5.6=29541716, 6-7=2954/716,
7.8e-3610/855,8-9=-3233/855,9-10=3643/899, 10.11=-3980/1025
BOT CHORD 2-18=789/3398, 17-18=789/3388, 16-17=48512658, 15-16=48572658, 14-15=4362641,
13-14=74013891, 11.13=79913505
WEBS 4-18=0/338, 4-17=-841/412, 5-17=1291549, 5-15=236/641, 6-15=-433/253,
7-15=1551386, 7-14=-28911 D46, B-14=1132/465, 8.13=12411293, 9-13=274M368,
1413�359248
NOTES-
1) Unbalanced roof live loads have been considered for this desidn.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opst h=16tC 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 painting. -
4) All plates ere MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psi bottom chord live load nonconantmt with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift et)oint(s) except Qt=lb) 2=546,
C SE S Standard I -
ADA tan
� i • r• �� �',�_��CENgF��� i
,,tea; ..�,�-.�--.;`" '" s'r- `'�. � •7.- �\
PE.7 051 1
•:'• P } �i- L- �.; . - �l - -O 1 - STATE F /
ORI
ONA11EN0\\\\N
Joe
I Mss
Inuss lype y
Bscayne
MW-205aaISCAYNE GRANDE
AI3
ROOF SPECIAL GIRDER 1 2
Sob Reference o tional
aeuvtem , mss, r� rie,w, ram., area i
N0P2X ST
2x4 lid
1
4x5 =
6.00 12 5x7 =
axs � 5
4x4= US= 4x8=
US =
7
2x4 II
US =
8
6x8= 4x6= 2x411
5x1D MT20HS=
7-1-0 13-0-0 18-5-15 23-6-2 1 2& i
&1 35-0.1 3&0.0 45.0-D
us s-t-ts a.e_n i ztt-ts h 7.r1-fl
Dead load Dee: =3/161n
11 2x4 II
12
NOP2X STP=
4x7 =
Plate Offsets (X Y)- 15.0-54
D-2-81 f8.0-2-8 0.2.41 19'0-3-4
0-3-01
110:0-6-0 0-2-81
111:0-1-8 D-D-11
T14:0.2-4 0.2.01
116:0-4-0 0-4-07,
f22:0.2-3 0-1-01 124:0-2-3.0-1.0)
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
in Qoc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.70
Vert(LL)
0.36 16-17
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.72
Vert(CT)
-0.63 16-17
>858
180
MT20HS
1871143
BCLL 0.0
Rep Stress Ina NO
WB 0.88
Horz(CT)
0.15 11
nla
n1a
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Weight 605 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
T4,T6:2x4 SP M 31 BOT CHORD
BOT CHORD 2x6 SP M 26 *Except'
Bt: 2x6 SP No.2
WEBS 2x4 SP No.3
C OTHERS 2x4 SP No.3
REACTIONS. (size) 2=043-0 (min. 0-2-0), 11=03-0 (min. 0.1.15)
Max Horz2=154(LC 23)
Max UpI1R2=1088(LC 8), 11=1864(I-C 9)
Max Gmv2=3412(LC 1), 11=4738(LC 1)
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=678912125, 34=6102I2038, 45=59952063, 5-6=67542412, 6-7=6754Q,112,
7-8=811613062, 8-9=9058/3339, 930=11246/4391, 10-30=11246/4391,
10-11=975513864
BOT CHORD 2-21=191315996, 20-21=191315996,19.20=173515367,18-19=1735/5367,
17-18=-2712f7891, 1731=2712ff891,1631=2712f7891, 16-32--4274111356,
15-32�4274/11356, 1533--4274/11356, 33-34=4274111356, 1434=-4274/11356,
14.35=3327/8654, 1335--3927/8654,11-13=32018628
WEBS 3-21=0/306, 3-20=732/362, 5-20=1371555, 5-18=99312367, 6-18=377218,
7-18=1 980/869,7-17=250/858, 7-16=6921792, 8-16=133613600, 9-16=-3765/1823,
9.14=2629/924,10.14=145314085, 10.13=184/683
Structural wood sheathing directly applied or 34-8 Do pudins.
Rigid ceiling directly applied or 10-0-0 Do bracing.,
NOTES-
1) 2-ply truss to be connected together with 10d (0.13153) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-7-0 Co. `
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc.
Webs connected as folows: 2x4 -1 mw at 0-9-0 on.
2) All loads are considered equally applied In e0 plies, except If noted as frond (F) or back (B) face In the LOAD CASE(S) section. Ply to ply..
+' connections have been provided to disfibuta only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced roof live loads have been considered for this design. . , ' ' 1-�"" ... '':"'`• 1t
4) Wind: ASCE 7-1C; Vutt=160mph (&second gdd) Vasd=124mph; TCDL=5.Opsr; BCDL=S.Opst 1i=16ft Cat II; Exp C; Encl., GCp1=0.18;'
MWFRS (envelope); Lumber DOL=,1.60 plate grip DOL=1.60
5) Provide adequate dminsge to prevent waterponding. :'!• ... - \\\\�N M B[����//
6) AO Plates ere MT20 Plates unless otherwise Indiceted. `••'; is
7) This truss has been designed for,-a,10.0 psf botidm chord live load nonconcunent with any other live loads. \
8) Provide mechanical connection (by others) of truss to bearing plate Capable ctwlthstanding 100lb uplift at )oings) except Qt=lb) 2-�6'
i 11=1864. V ursi V4 a�.,,,.•,.,r •ro>V r �' S,i •:.. lec.
051
Continued on page 2 .." ..l , t• • — ' l
STATE F f
ORI
fflllll 1�
ion
1russ
Imes lype Y
Bsnyna
MW-2056aISCAYNE GRANDE
A13
ROOF SPECIAL GIRDER 1 ILRY Irl2
Job Refemnce(optional)
eoumem , mss, rl. M.. ",.wem
................o...._.__..,....._..._......___._..._............__.._.� .�....._..___.�___._.___
ID:N"lreevhoRkbX9G2d31m16UYLOsz-N4giG9mvANWMH9_Ni_MKD3gehucjquBmlmDndv gWl
NOTES- I
e) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2091b down and 240 lb up at 35-11-4, and 3121b down and 369 lb up at
J6-0-0 on top chord, —and 1780 Ib-down and 68916 up at-264-12, 278 lb dowmand 165 lb up at 2_8-4-12, 278 lb down and 120 lb up at 3D-4-12, 2271b down and 47 lb up at
2.4-12, 505 lb down and 301 It, up at 33-10-8. and 91 lb down and 29 lb up at 35-11.4, and 87 lb down and 182 lb up at-37-11.4-on bottom chord. The design/selection of
such connection devlce(s) Is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert 15=70, 5-8=70, 13-9=70, 9-10=70, 10-12=70, 2-11=20
Concentrated Loads (lb)
Vert 10=201(F)16=278(F)13=-341(F) 30=134(F) 31=1780(F) 32=278(17) 33=227(F) 34=505(F) 35=67(F)
e
' PE7 0514`
STATE F , 7 �
o
mss
cuss type y Biscayne
WN-205FBISCAYNE GRANDE
A14
Hip 1 t
Job Reference o 8onel
Jo III, m 1 M. Ft. PIeRa, tl, J9e>1
Dead Load Dell. =1/4 in
5x5 3x5 = Sx6 = 3x5 =
Sx5 =
5 6 7 Ti 8 8
NO
20 11 2
1
21 19 18 17 15
22 3x5 =
4x5 = 3x4 It NOP2X STP= 3x8 = 3x6 = 5x5 = 3x8 = 3x5 =
2x4 II 5Y8 II
2x4 II 2x4 II
LOADING(psf) SPACING-
2-0-0
CSI.
DEFL in
Coo) Well Ud
PLATES GRIP
TCLL 20.0 Plate Gdp DOL
125
TO 0.63
Vert(L-) 0.39
3-21 >463 240
MT20 2441190
TCDL 15.0 Lumber DOL
1.25
BC 0.79
Vert(CT) -0.44
3-21 >414 180
BCLL 0.0 Rep Stress Ina
YES
WE 0.83
Horz(CT) 0.08
18 We n/a
BCDL 10.0 Code FBC2017ITP12014
Matrix -MS
Weight 250 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2'ExcepY
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 be pudins.
- Tt: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP No.2'Excepl'
B2,F1: 2x4 SP No.3
WEBS 2x4 SP No.3'ExcepY
W4: 2x4 SP M 31
OTHERS 2x4 SP No.3
REACTIONS. All bearings 0.8-0 except (it=length)15=0-1 1-5.
(Ib)- Max Horz2=131(LC 7)
Max Uplift All uplift 100 lb or less atjolnt(s) except 2=.341(LC 8), 18=766(LC 5), 15=861(LC 4), 11=389(LC
9)
Max Grev All reactions 250 Ito or less atjolnt(s) except 2--623(LC 17), 18=1648(LC 16),15=1534(LC 18),
11=718(LC 14)
FORCES. (Ib) - Max CompJMax Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2.3=3401297, 34=781/515, 4.5=-527/418, 5-6=1241734, 6-7=74/367, 7-8--63/357,
8-9=91423, 9-10=5401392, 10-11=78V474
BOT CHORD 3-21=-459/830, 17-18= 6061359, 16-17=-479/411, 1&16=-479/411,11-13=272/645
WEBS 5.20=935/450,18-20=15341822, 6-2D=-849/574, 6.17=333/675, 7-17=516/457,
8-17=-439/578, 8.15=808/663, 9-15=8111410, 9-13=290/610, 1D-13=-487/435,
5-21=391/827, 4.21=640/516
NOTES-
1) Unbalanced roof line loads have been censidered for this design.
2) Wind: ASCE 7.10; Vu"- 60mph (3second gust) Vesd=124mph; TCDL=5.Opsf, BCDL=5.Opsf, h=16f; Cat II; Exp C;
ParL End.,
GCpl=0.55; 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 nonconwnent with any other live loads.
- • ,.,^
6) Provide mechanical cennec86n (by others) of truss to bearing plate capable
of withstanding 341 lb uplift,atjolnt 2, 766 lb uplift atjoird 18, • '''.
861 lb uplift at joint 15 and 389 lb uplift at joint 11,
' ;--(+r)"t- ' ^'--.-•s`::
LOAD CASE(S) Standard
FE7 05&J"
,.'
1,1 ' •
; =a r ' .
— tw STATE F
'�- `• .�' i,/ems. ORI � G�\��.
1�
job
I N55
Iruss lype rly
Biscayne
MW-2056-BISCAYNE GRANDE
I A15
July I
HP 7 1
Job Reference (optional)
aaumam „use, rc rierca, r�..waa,
NO
2x4 It 2
1
5x7 = 3x5 = 2x4 II axe = 3x5 = 2x4 II
5x7 =
6.0012 4 5 6 7 8 Te 9 10
MWEEM-1mi
W
25
46 =
4x5= 3x4 It
6xl2 a
2x4 II 21 20 19 18 17 16 15 14
NOP2XSTP= 3x5= 3ze= US= 3x5=
2z4 II 6x8 II 3xs =
2x4 II 2x6 II 2x4 It
I=QSoM4tbEkGjzuypg Wj
0-0
Dead Lead Defl. =6/1Sin
1
0
STP= 2x4 II
12
73
4x5 =
2-8-0 9410 12.8-0 1541-0 20-0-9 25-9-2 31-1-ll 36-0-0 45-0-0
up i r..'a t 4-1r�s 1 a.n.o 1
Plate Offsets IX,Y)—
12:04-4 0-1-91 12•D-1-12Edeet
r3.0-2-e G-2-12)
14:0-5.4 0.2.81,
[10:0-5-0 0-2-8t
116:0-" 0-2-8t r220-4-0 D-2-0t
126:0-2-3.D-1-01, t26:0.2-3.0-1-0
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in
Qoc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC
0.62
Vert(LL)
0.53
3-24
>341
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.56
Vert(CT)
-0.60
3-24
>298
180
BCLL 0.0
Rep Stress Ina YES
WB
0.71
Horz(CT)
0.18
20
We
Na
BCDL 10.0
Code FBC2017/iP12014
MabbaMS
Weighb2411b
F7=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
T7: 2x4 SP M 31 DOT CHORD
DOT CHORD 2x4 SP No.2 *Except' WEBS
B2:2x4 SP No.3, B3: 2x4 SP M 31
WEBS 2x4 SP No.3 *Except*
W4: 2x4 SP M 31
OTHERS 2x4 SP No.3
SLIDER Left 2x4 SP No.32-0-10
REACTIONS. All bearings O-&0 except Ql=length)16=D$-12.
Qb)- Max Horz2--111(LC 6)
Max Uplift Al uplift 100 lb or less atJoint(s) except 2=-346(LC 8). 20=833(LC 5).
16=769(LC 4),12=368(LC 9)
Max Grav All reactions 250 lb or less atJoint(s) excepl2=663(LC 17), 20=1566(LC
16), 16=1543(LC 1), 12=628(LC 18)
FORCES. Qb)- Mm CompJMax Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-31=-841/441, 3-0--3731248,4-5=212/782, 5-6=170/415, 6-7=170/415,
7-8=170/415, 8-9=1271635, 9.10=1271635, 10-11=244R55, 11-12=592/472
°- BOT CHORD 3-24= 41289, 23-24=41M00, 22-23=-451300, 19-20=-i101369, 12-14>2851500
WEBS 4-24=20/342,4.22=12191561,20-22=14471867,5-22--890/629, 5-19=-391MB,
6-19-- 359/312, 8-16=7651452, 9-16=3941337, 10-16=8561319, 10.14=1121417,
11-14=-490/401
Structural wood sheathing directly applied or S-0-0 oc pudins.
Rigid wiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 4-22
NOTES-
1) Unbalanced mot live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsh h=16R Cat 11; Exp C; Part. End.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Ali plates ere MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 pat bottom chord live load noncancumenl with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of wIthstanding 346lb uplift stJolot Z 833lb uplift atIDIM 20, ? •r
769 lb uplift at Joint 16 and 36a lb uplift atJolnt 12. • - r :'?. -
LOADCASE(S)Standard
4C 3{ r -}ice i PE 7 051af
•.`vs,y ; — D iSTTATE F ..
o
N5a
NSS ype
Biscayne
MW-2066-BISCAVNE GRANOEAI6
Kp Girder 1 1
Job Reference o eonal
aounem , rvsa, r� rierta, r�..ww,
6.D0 12
NOP2X STP=
w 2x4 II 2 3
1
24
45 = 3x4 II
5x6 MT20HS=
3x4 II 3x5 =
5xe =
4x6 = 2x4 II
5x8 = ?X6 =
4 35 35 5 M6
37 738
a 39 4%
41 42 104344 45 4611
23 47 48 —
2x4 II 21 20 49 50 19 51 52 18 1g3 54 55 1656 1557 58 14
NDPZX STP= 2x4 II 3x6 = NOP2X STP= 3x6 —
54=5x12= 3x8= 3x511
3x4 II 3x6 =
Dead Load Dee. = 3116 in
12X STP=2x4 III,h
�
13
1z
4x5 =
LOADING(psf)
SPACING-
2-D-0
CSI.
DEFL in
Qoc) Vdefl Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.75
Vert(LL) 0.29
3-23 >628 240
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.90
Vert(CT) -0.38
3-23 >471 180
MT20HS
1871143
BCLL 0.0
Rep Stress Inv
NO
WB 0.94
Horz(CT) 0.19
20 n/a n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Weight 237 lb
FT = 20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP M 31 -ExcepC
TOP CHORD
Structural wood sheathing directly applied or 3-6-11
oc pudins.
T4: 2x4 SP No2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP No.2'Except•
WEBS
1Row at midpt 4-22.7-20, 1D-14
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 041-0.
0b) - Max Ho22=91(LC 7)
Max UpIHI All uplift 100 to or less atjoint(s) except 2=251(LC 8), 20=2664(LC 5), 16=2050(LC 4), 12--593(LC
9)
Max Grav All madlons 2501b w less at)oint(s) except 2=536(LC 17), 20=4374(LC 32), 16=2904(LC 31),
12=10D4(LC 30)
FORCES. (lb) - Max. COmpJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 34=4871518. 4.35=131112606. 3536=1311/2606, 5-36=1311/2606. 5-6=1343r2652,
637=1562/3089, 37-38=-1562/3089, 738=1562r3089, 739= 142/676, 39-40-4421676,
840=-0421676, 8-01=-442/676, 9-41=-0427676, 942=-442/676, 42-03=-4421676,
10.43=-042I676, 10-44=11711845, 44A5=1171/845, 45-46=1171/845, 11-06=1171/845,
11-12-1367/845
BOT CHORD 3-23=-4131565, 23-07=404/537, 47A8=d04I537, 22-08=-404/537, 6-22=596/476,
20-49=7881571, 49-59=7a81571,19.50=7881571, 1951=788/571, 51-52=7881571,
52-53=7891571, 18-53=7881671,17-18=788I571,1754=557/422, 64-55=657/422,
r 16-55=-557/422, 1656=557/422, 1556=5571422,16-57=557/422, 5758=557/422,
14-58=5571422, 12-14=,56811121
WEBS 4-23=20Bf748, 4-22=-2973/1580, 20.22-3186I1899. 6-22=-039/849, 6-20=1107/841,
7-20=316811991, 7-19=0/508, 7-17=460/908, 9-17=746f719, 1 D-17-1087/1164,
10.16=2521/2047,10-14=1104/1989.11-14=2481383 -
NOTES- • (y�!'.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu"- 60mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.OpsF h=16$.Cat II; F-V C; Part. End., • ;.
GCpi-0SS; MWFRS (envelope); Lumber DOL=1.60 plate'brip DOL=1.60 r' "• ' "^- ' �,�� I I I II /
3) Provide adequate drainage to prevent water ponding:.
4) Ati plates era MT20 plates unies_s otherwise in6ratW,y ,. }, ; ., r%:; \\ N M',
,5) T1ile thins lias been designed for s.10.Cpsf bottom chord live load noncencurrent with any other five loads,
: ` •
6)e m ,PAUdechanical connection (by others) of taus to bearing plate capable of widutending 251 ro upi8t atjeint 2. 2684 Ib uplift et cal � ��GENg \` ///
4; 205g lb uplift atjoiM 16 and 5931b upUft atjolyd 12+ �. y, ",e
:3,�,aw'77C �• l , is /
ro ;i ✓r•.iti�m' aZ 1 �= (! PE7 051�1
orbnued on page 2
I.
'f .`�c/: ,''S•`r..
�ptt STATE Frj��
ORIDA
�\
//Fss
oNAI IENG?
Job toss toss ype Biscayne
NW-2a56-BISCAYNEGRANGEAI6 Nip Girder t t JObReference (optional)
SauNem Trvu,FL Plerce,fL, 3o851 ReIDW7n:BvhoRkbX9G2d3 a LDsz-arvD6WgO7Jtj bHIOBPMEgIG7D2zgyPuh2lg2nylgWl
NOTES-
-7) Hanger(s)or other connectloRdevige(s)_shall be provided sufficient to support concentrated load(S) 261 Ib down and 286 Ib up at 7-G-0, 145 Ib dawn and 161 Ib up at 9-0-12. 145
Ib dawn and 161 Ib up at 11.0-12, MO It, down and261It, up et-13-0.12. 230 lb down and 261 Ili up. at 15-0-12, 23016 dawn and 261 Ib up at 17.0-12, 230 lb dawn and 261 Ib
up at 19-0-12, 230 Ib dawn and 261 Ib up at 21-0-12, 230 lb down and 261 Ib up at 22.E-0, 230 Ib dawn end 261 lb up at 23-11-4, 230 lb dam and-261-lb up at 25.11-4, 230 Ib _
down and 261 Ib up at 27-11-4, 230 Ib down and 261 Ib up at 29-11-0, 230 lb down and 261 Ib up at 31-11-4, 230 Ili dawn and 261 Ib up at 33.11-0, and 230 Ili down and 261 Ib
up at 35-11.4. and 3631b down and 420 Ib up at 38-0-0 on top chord, and 393 lb down and 2121b up at 7.0-0, 91 Ib down and 35lb up at 9-0-12, 91 Ib dawn and 35 lb up at
11-0-12. 91 Ib doom and 29 lb up at 12-9.12, 91 Ib doom and 29 lb up at 17.0-12, 91 Ib down and 29 Ib up at 194.12, 91 Ib dawn and 29 lb up at 21-0-12, 91 Ib dawn and 29 lb
Up at 22-6-0, 91 Ib down and 29 lb up at 23.11d, 91 Ib down and 29 Ib up at 25-11-0, 91 Ib down and 29 Ib up at 27-11-0, 91 Ib down and 29 Ib up at 29-11-0, 91 Ib down and
29 Ib up at 31-11-4, 91 Ib doom and 29 lb up at 33-11.4, and 91 Ib dawn and 29 Ib up at 35-11-4, and 3871b dawn and 162lb up at 37-11-4 on bottom chord. The
design/selection 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 (baler
Uniform Loads (plf)
Vert'. 1.3=70, 3
Vert' 11=201(B
Lumber Increase=1.25, Plate Increase=1.25
I, 4-11=70, 11-13=70, 24-29=20, 3-22-20, 21-32=20
35-1
38=134(B) 39=134(B)
-67(B) 53=67(B) 54=-67(B)
1
-XGEI
PE M51
=lV I
-a ; STATE bF `
CORIDP��Qi��
N
JOD
Truss
1russ lype y Biscayne
MW-2056-91SCAYNE GRANDE
B1
Half Hip 7 1
Jab Reference (optional)
4X7 =
1X4 II
Dead Load Dan. =118 in
3x5 =
3X4 = 1x4 II 314 = .— — 3X9 = 2x4 II
1 5-11d I 11�-0 I 18-10.0 264-0
t a
Plate Offsets (4Y)— r4:0Sd,0-2.41,
17:0.2-8.0.1-01,18:0-2-0,0-1-81
r12:0-2-3,0-0-81
LOADING(psf)
SPACING. 2-0-0
CSI.
DEFL
in
Qoc)
Udell
Lid
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC 0.82
Vert(LL)
.0.08
7-8
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.65
Vert(CT)
.0.18
B-10
>999
180
BCLL 0.0
Rep Stress Ina YES
wB 0.77
Horz(CT)
0.05
7
n/a
We
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight1501b
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-8-5.oc pudlns, except
SOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 7S7 oc bracing.
OTHERS 2x4 SP No.3
WEBS
1 Row at midpt 6-7. 4-8
L REACTIONS. (sae) 7=1viechanical, 2--0-8.0 (min. D-1.9)
Max Horz2=325(LC 8)
Max Upg!17�380(LC 5), 2=-349(LC 8)
Max Gmv7=1173(LC 1), 2=1329(LC 1)
FORCES. (Ib) - Max. CompJMax Ten. -All forces 250 (to) or less except when shown.
TOP CHORD 2>3=2127/470, 3-0=1584/420, 4-5=11721378, 5-0=11721378, 6-7=1107/409
BOT CHORD 2-11=-618/1833,10.11=-618I1833, 9.10=-013/1346, 8-9=413/1346
WEBS 3-10=566/291, 4-10=751467, 4.8=2531148, 5$=60ar,5w, 6A=-06911456
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=5.Opst; h=16% Cat. II; Fxp C; End., GCpi=0.1 B;
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 noncencurram 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 380 lb uplift at joint 7 and 349 I6 uplift at joint 2.
LOAD CASE(S) Standard
.,.
w�` ��. 'gip'..•,'
ik/ PE 7JI051
N 1
�-10 x STATE F
moo\. Xy-�1���`
��SS�ONAR'ENG�N
Jou
IFUSS
Inuss lype
Biscayne
MW-205&BISGAYNE GRANDE
B2
JWY JVIY
RWSpeclal 1 1
Jab Reference o tlonal
bx4 =
4
Dead Load Dell. = 1/8 in
1v9 =
3x4 = _ 3x4 = 30= [x5 I
3x4 =
7-7-8 i 13iF0 I 79-e-0 � 26-0-0
Plate Offsets (XY)-12'0-0-120-0-0115'D-540-2-41
i7.0-2-40.1.8119'0.1-120-1-81113'0-2-30-0-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in poc)
Well
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.65
Vart(LL)
-0.09 12-17
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.65
Vert(CT)
-0.2212-17
>999
180
BCLL 0.0
Rep Stress Inv YES
WB 0.6D
Horz(CT)
0.05 8
We
We
BCDL 10.0
Code FBC2017RPI2014
Matrix -MS
Welght 1521b
FT= 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. (size) 8=Mechanical, 2=0-8-0 (rnm.0-1-9)
Max Horz2=292(LC 8)
Max Upli08=358(LC 9), 2=354(LC 8)
Max Grev8=1173(LC 1).2=1329(LC 1)
FORCES. Qb) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2.3=2113/497, 34>1912/493, 4-5=18921549, 5-6=130OM0, 6-7=1300/390,
7-8=11131384
• BOT CHORD 2-12--609/1827, 11-12�35811338, 10-11=358/1338, 9-10--452/1646
WEBS 3.12-380/274, 4-12=200/545, 4-10�31611005, 5-10=-8381353, 59=425/161,
6-9=5381309, 7-9=47211576
Structural wood sheathing directly applied or 3-8-11 oc pudins, except
end verticals.
Rigid ceiling directly applied or 7-6-6 oc bracing.
NOTES-
` 1) Unbalanced roof We loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh, BCDL-5.0psf; h=168; CaL II; Exp C; End., GCpi=0A8;
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 for a 10.0 psf bottom chord live load nonconcu ent 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 pieta capable of withstanding 358 lb uplift at Joint 8 and 354lb uplift at Joint 2.
LOAD CASE(S) Standard
• .. -iEl. JCS .r
S+��\���
GEN051
`' ��:ii•'%`
.-
7�_4j/
j�`.�-`
.;
y.
"F1
STA'I
i T
job
Truss
Inuss lype
Biscayne
Mwd056aISCAYNE GRANGE
B3
Roofspadal
JtM jely
7 i
Jab Reference (optional)
=o„o,c,n, mm, r^ ne .ram..o=i
40 11
4
Dead Load Defl. = 3116 in -
3X4 = 3x12 = 1X4 11 °^° —
LOADING(psf) SPACING- 24)-0 CSI. DEFL in poc) Well Ltd
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.11 10 >999 240
TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.2610-12 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.49 Hom(CT) 0.06 8 nla n1a
BCDL 10.0 Code FBC20171TP12014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
OTHERS 2x4 SP No.3 WEBS
REACTIONS. (size) 8=11viechanical, 2=0.8-0 (min. 0-1.9)
Max Hoa2=260(LC 8)
Max UpliR8=350(LC 9), 2=-359(LC 8)
Max Gmv8=1173(LC 1), 2=1329(LC 1)
FORCES. (Ib) - Max CompJMax Ten. -All forces 250 (lb) or less exceptwhen shown.
TOP CHORD 2„3=2120/505, 34=1919/501, 4-5=2378/689, 5-6=-2028/544
BOT CHORD 2-12=58511832,11-12= 33811332, 10-11=-33611332, 9-10--i25/1445, 8-9=-425/1445
WESS 3-12�379/275, 4.12=1881573, 4-10-40411296, 5.10=1325/476,11A0=-184!/03,
6-B=1714I504
PLATES GRIP
MT20 2441190
Weight 146 Ib FT= 20%
Structural wood sheathing directly applied or 3-7-6 oc pudlns, except
and verticals.
Rigid ceiling directly applied or 7.8.4 oc bracing.
1 Row at midpt 6-8
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=S.Dpsf; h=1 BIG Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) A8 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) Referto girders) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift atjoint 8 and 359 lb uplift aljoint 2.
LOAD CASE(S) Standard
�-0 ` /STTATE IF
OAF •• ORI�A: ,Z
ss oN i i ►E,0 \\\\ 2
o
toss ype y aiarayne
MW-2e6F91SCAYNE GRANDE
1toss
Roof Spedal 1 1
Job Reference o donal
2-0-0 ' 5-104
44 II
4
3x4 =
US= 1x4 II
LOADING(psf) SPACING- 2-0-0 CS1. DEFL In poc) VdeB L/d
TOLL 20.0 Plate Grp DOL 1.25 TC 0.44 Vert(LL) -0.12 10-12 >999 240
TCDL 15.0 LumberDOL 1.25 BC 0.74 Vert(CT) -0.3110-12 >999 180
BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(CT) 0.06 8 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
SOT CHORD 2x4 SP Na.2
WEBS 2x4 SP No.3 BOTCHORD
OTHERS 2x4 SP No.3 WEBS
REACTIONS. (size) 8=0.7-0 (min. D-1.8), 2=0-B•0 (min. D-1-9)
Max HoaZ-252(LC 8)
Max Up11ft8=347(LC 9), 2=-360(LC 8)
Max Grav8=1169(LC 1), 2=1325(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown.
TOP CHORD 2-3=21141504, 3-4=1913f501, 45=-2507f/27, 58=2131/568
BOT CHORD 2.12=577/1826, 11.12---332N324,10.11=332N324, 9-10=432Jl475, 8-9=-f32/1475
• WEBS 3-12=378/275, 4-12>184/580, 4-10=433/1388, 5.10=13901499, 6-10=1911787,
6-8=1742/509
Dead Load Deb. - 3116 In
... a FP=
3x4 =
PLATES GRIP
MT20 2441190
Weight•143 lb FT=20%
Structural wood sheathing directly applied or 3-4-5 oc purins, except
end verticals.
Rigid calling directly applied a 741-13 oc bracing.
1 Row at midpt &S
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Cpsfl BCDL=S.Dpst h=16ft; CaL 11; Fxp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grp 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 nonconcurrent with any other five loads.
6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 3471b uplift atjoint 8 and 360Ib uplift at joint 2.
LOAD CASE(S) Standard: J
!
' 1• ?C �•�•ifj ..
-51
D STATE F
tii9, ii n •��ORI��: V�\�
a- ,. /NAL ENG \\\\\
/�////I11111O�\ qel
e
N66
was ype y
Biscayne
MW-205&BI8CAYNE GRANDEBS
Roof Special 1 1
Job Reference o Oonal
... 1 nlse, rc weJm, r" 0awl
4x5 =
4
3x4 =
LOADING(psf) SPACING- 2-04 CSI. DEFL in Poo) UdeO Lid
TCLL 20.0 Plate Grip OOL 1.25 TC 0.39 Vert(LL) 0.12 10 >999 240
TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.27 9-10 >999 180
SCLL 0.0 Rep Stress Ina YES WB 0.76 Horz(CT) 0.07 8 n/a n1a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except' TOP CHORD
T2: 2x4 SP M 31
BOT CHORD 2x4 SP No.2 SOT CHORD
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
}` REACTIONS. (size) 8=0.7-0 (min. D-1-e), 2=0-8-0 (min. 0-1-9)
Max Horz2=221(LC 8)
Max Uplift&=342(LC 9), 2=-363(LC 8)
Max Grev8=1169(LC 1), 2=1325(LC 1)
FORCES. (lb) - Max. CompJIVI . Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2J=2105/514, 3.4=1905/511, 4-5=22121594, 5-0=17781496, 6-7=-17781496,
7-8=1129/353
BOT CHORD 2-12--553/1618, 11-12=-309A336, 10-11=309/1336, 9.10=7772736
WEBS 3.12---376270, 4-12=188/558, 4-10=276/1049, 5-10=1124/460, 5-9=11101326,
6-9=314/198, 7-9--5552006
arias, Inc " Nov 160B:36:302018 Pagel `
Db3S1TIOWvljgS4moZUcgj2BYylg Wd
26-3-0
4-6-4
I
Dead Load Deff= 3f16 in
1x411
6
3x6=
7
4
ry
9
4x8 =
0
NOP2x STP=
2x4 II
i
28-3-0
PLATES
GRIP
MT20
2441190
Weight 1371b
FT=20%
Structural wood sheathing directly applied or 3-8-11 oc purilns, except
end verticals.
Rigid ceiling directly applied or 641-6 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=160mph (3second gust) Vasd=124mph; TCDL=S.Opsh, BCDL=5.Ops ,, h=1611; 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) All plates are MT20 plates unless othervAse indicated.
5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcunent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 342 lb uplift at joint 8 and 363lb uplift aljolnt 2.
LOAD CASE(S) Standard -
;,,aft .
`
a
..k .
j^
Z
V PE 7 051`, `1
t
fl 1 STATE F /
40RIDPG����
��/��S/0NAIISIX
o
loss
Cuss lype Wy ply B1arayne
MW4056-BIGCAYNE GRANDE
BSA
Roof Spedal 1 1
Job Reference o tlonal
wemem , mss , ra. rierw, r�., svaat
44 =
4
3x4 =
UB=
LOADING(psf) SPACING- 2-0-0 CS1. DEFL in Qoc) Udell L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.21 10-11 >999 240
TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT)-OA210-11 >752 180
BCLL 0.0 Rep Stress Ina YES WB 0.81 Horz(CT) 0.08 9 n1a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP. No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
OTHERS 2x4 SP No.3
n REACTIONS. (size) 9=0-7-0 (min. 0-1-8), 2=D-8-0 (min. 0.1.9)
Max Horz2=189(LC 8)
Max Upl'd19�338(1-C 9), 2=366(LC 8)
Max Gmv9=1169(LC 1), 2=1325(LC 1)
FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=21081519, 3-4=1907/515, 4-5=2255/657, 5-6=-146311217, 6-7=-3791/1006
BOT CHORD 2-13=527/1621, 12-13=280/1329, 11-12=280/1329,10.11=-65412456, 9-10=675/2229
• WEBS 3-13=3B0/274, 4-13=1871566, 4-11=360/1140, 5-11=979/419, 5-10=5682122,
6-10=209a1614, 7-10�36411717, 7-9=23731737
Dead Load Deft. =1/4 in
R
1�
8
NOP2x STP= i
04 =
26
_0
F9-0
'
PLATES
GRIP
MT20
244/190 i
i
Weight: 1361b
FT = 20% j
Structural wood sheathing directly applied or 2 4-15 oc pudins, except
end veriicels.
Rigid ceiling directly applied or 7-1-11 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=5.0psf,, BCDL=5.Dpsf, h=16ft Cat II; Fxp C; End., GCpi=0.18;
• MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonwnwrrerd with any other live bads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33811a uplift at)oinl 9 and 366 lb uplift at)olyd 2.
LOAD CASE(S) Standard
•,ltiiJ`��i{ s C,�,in .. ir.r1e';",�^ �-J+'r-{;it..v L4J.
,•rfj%�o1 In � r�'i'.ii't :.•: %P�` -:.:
/
r
l .s3', r `s✓ :ti : r, :.sv':: \\\ i V
"F,
PEsraP ek"
S/oNAI1�NG\\\N 'ILI
0
Naa
NS6 ypB y
Blsmyr,e
MW-2056-aISCAYNE GRANDE
B6
Roof Spedal Glider 1 1
Job Reference (notional)
.o,em, mss,, n.r .ram... ...
a 1x411
d 1
6.00 F2
NOP2X STP=
2
Dead Load Def. = 71161n
4x4 =
4
1%B
\\\\ \ 5
3�
6x12 MT20HS=
46 = 2x4 II
6 7 a
' 14 13 12 11 22 10 23 9
:3 3x4= 3x4= 314= 4x6= 4,5= NOM STP=
3x4 = 4x6 =
7-7-7 14-e-S 21.0-0 23-512 263-0
,
13
Plate Offsets (X Y).- 12:0-D-12
D-0-07 15.0.4-0 0 1 87
16.0-64 Edoel 17:0.2.8
D-1-121
f10.0-2-0 0-2-01
f11.0.1-12 0-1-81 tl5:0-2-30-D-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
In (loc)
Vdefl
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.66
Vert(LL)
0.42 11-12
>754
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.82
Vert(CT)
-0.8711-12
>361
180
MT20HS
J871143
BCLL 0.0
Rep Stress Ina NO
WB
0.95
Horz(CT)
0.08 9
n/a
nfa
BCDL 10.0
Code FBC201771PI2014
Matrix -MS
Weight 1331b
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD
T2:2x4 SP M 31
BOT CHORD 2x4 OF No.2'Except' BOTCHORD
B2:2x4 SP M 31
WEBS 2x4 SP No.3'Except'
W4: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 9=0-7-0 (min. 0."), 2=0-8-0 (min. 0.1-9)
Max Hoa2=165(LC 8)
Max UpIM-- 316(LC 9), 2�368(LC 8)
Max Gmv9=1052(LC 1), 2=1311(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shown.
TOP CHORD 2.3-20731524, 34=18711521, 4-5=22421654, 54=669811912, 6-20=31871946,
7.20=31871946
BOT CHORD 2-14=508/1790, 13-14=26211308, 12-13=26211308, 11-12-661/2483,
11-22=152215519, 10-22=1522/5519,10-23=94613187, 9-23=94613187
WEBS 3-14=-3821274, 4-14-1891550, 4-12=35911139, Sit-9331442, 5-11=120614106,
6-11-24221767, 6-10=24181598, 7-10=1821696, 7.9= 3107/920
Structural wood sheathing directly applied or 2.7-9 an pudins, except
end verticals.
Rigid ceiling directly applied or 6-3-0 on bracing.
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.Opsf• h=1Oft Cat 11; Exp Q. Encl.. GCpI=0.18;
MWFRB (erwelope); Lumber DOL=1.60 plate grip DOL=1.60
3)Pmvideadequatedreinagelop.eentwaterponding. - - '.
- 4) Ag plates ere 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 316lb uplift at)olnt 9 and 368 Ib uplift at joint 2
7) Hanger(s) or other connection device(s) shag be provided suf identto support concentrated load(s) 78 It, down and S4 He up of 224-12,
and 78 lb dawn and 8416 up at 24-4-12 on top chord; end 33 lb down and 59 Ib up at 22-4-12, and 33 lb down and 591ti.up a[, 244-12 on
bottom chord.-' deslgnlselec9on of such connection device(s) is the responsibility of others.
8) In the LOAD CAS E(S)-sea & ; loads applied to the face of the truss are noted as front (F) or back (B). .•
LOAD CASE(S) Standard%&+ ,%_ z , T;; >> - ,...s ' • / \\\\\I I I I I I/%///
•1)Dead+R6o}LNe (baranWmber lnaease=125 Plate iriaease-1.25 \\\ _tJ 11�1. 8�c�//
UnHonn \\ \ _ �qL
Vert:i �-7d 4 6-8=--70, 9-17=zo - , y • ,,� . ,`. �� �: �CEN3 `.TT�•
Concentrated LoadeQb)';s "'L:7 ;•) :S {41,1. ,-i�i'�:`'+-:7-\ \. F.
Vert YO;-34�21=34(�22 1(F)23=1(�,t �t �";�':• ,t:= / r
;c.; ws): •; }.: nY :;•• ..j?'; s' .., v STATE 1W7 `
i/FS .ti R I / GX
/SOMA 15�N\ \\\ a �
Job
Nsa
toss Type CITY My
Biscayne
MW-2056-BISCAYNE GRANDE
C1
Common 7 i
-
Job Reference o donal
awmem i mse , rt narca, ri....wao,
4x4 =
4
I 1x
Dead Load Deft. -118 In
Ii
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
In
(loc)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Vert(LL)
-0.08
7-14
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.64
Vert(CT)
-0.20
7-14
>999
180
BCLL 0.0
Rep Stress Inv
YES
WB 0.23
Horz(CT)
0.04
6
rda
nla
BCDL 10.0
Code FBC2017/rP12014
Matra -MS
Weight 1051b FT=20Ya
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11'oc puriins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-D-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 6=0-8-0 (min. 0-1-8), 2--0.8.0 (min. 0-1-8)
• Max Horz2=144(LC 8)
Max Uplifl6=270(LC % 2�336(LC 8)
Max Gmv6=998(LC 1).2=1156(LC 1)
FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=17351455, 3-4=1534/452, 4-5=1560/471, 5-6=17471475
BOT CHORD 2-9=-42511489, 8-9=1751995, 7-8=175/995, 6-7=344/1521
WEBS 4-7=2131660, 5.7=-4041286, 4-9=1921562, 3-9 3841275
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=5.0psh h=161C Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
`• 3) All plates are MT20 plates unless otherxise Indicated.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconanent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint 6 and 336 lb uplift at joint 2.
LOAD CASES) Standard
w
STATE F y `
Q
�1
Jou
Inuss
I Was I ype Ply
Biscayne
MW-205"ISCAYNE GRANDE
C2
jQty I
Common 4 1
Jab Reference (optional)_
aowram i rves • rc nenx, r�, :wnm
4x4 =
4
7.7.9 14-8-8 22�-0
]-]Jt 7-1-0 ~ 7-7-a
Dead Load Defi. = 118In
ra 11 ]2
Plate Offsets (X Y) - (2:0-0-8
Edgel I6:0-0-8 Edeel 111:D-2.3
0-0.81113•D-2-3 0-0-61
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
In
(hoc)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate GOP DOL 1.25
TC 0.41
Vert(LL)
-0.08
8-20
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
SC 0.62
Vert(CT)
-0.19
8-20
>999
180
BCLL 0.0
Rep Stress Inv YES
WB 0.21
Horz(CT)
0.04
6
We
n/a
BCDL 10.0
Code FBC2017/1PI2014
Matrix -MS
Weight112lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 4-1-13 oc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-34 oc bracing.
WEBS 2x4 SP No.3
OTHERS ZA SP No.3
` REACTIONS. (size) 2=D-8-0 (min. 0.1-8), 6=04I-0 (min. 0.1.8)
Max Horz2=132(LC 7)
Max Uplifl2=335(LC 8), 6=-335(LC 9)
Max Grav2=1150(LC 1), 6=1150(LC 1)
FORCES. (Ib) - Max- Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=17221452, 3-0=152(/449, 4.5=1520/449, 5-6�17221452
BOT CHORD 2-10=-00011477, 9-10=1501981, 8-9=150/981, 6-s=27B11477
WEBS 4-8=193/564, 5-8=383/275, 4-10=193/564, 3.10- 3831275
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=5.0ps1:, BCDL=5.Opsh h=161k CaL 11; E-V C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 335 lb uplift at joint 2 and 335 lb uplift at joint 6.
LOAD CASE(S) Standard
rrr•v�>; . >'
\\\\�p�.1 M BCE,
9 STATE F
�
1 /�NAL
7�
O rubs Russ ype Bis.W.
M-2056-BISCAYNEGRANDE C3 Common 1 1
Job Reference (opfonal)
SRAm Truss, FL Pierce, FL, 34951 Run: 8.230 s De121 20te Pnr¢ 8130 a O 21 2016 mt i eK InGUSMS, Ina Fd Nw 16 86.36312018 Pagel
ID:W7mevhoRkbX9G2d31ml6UyLDs2-10OFnFwRhCtbbqughlYEZM4j W SrGikB3XIhFKJyIgW
-2-0-0 5108 11-2-0 1p-p-1L
2.0-0 510-0 53-12 53-12 510-4
• — — — — — — — — — — — - Daatl Load Dell. = Us in
4x4 =
(4 a 12
7-7-8 14-8-8 22-
�_, n 7.7 8
Plate Offsets MY)— 1704)-8
Edeel f6.0-o-8 Edgel 111.0-2 3 Db8] 113:0.2-3 0-0-81
—
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in
(hoc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vart(LL)
-0.08
8-20
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.62
Vert(CT)
-0.19
8-20
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.21
HDrz(CT)
0.04
6
We
n/a
BCDL 10.0
Code FBC201717PI2014
Matrix -MS
Welght 111 ib FT= 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purilns.
BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 9-3-6 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (sae) 2=D-8.0 (min.0-1-8), 6=0-8.0 (min. D-1-8)
• Max Horz2=131(LC7)
Max Uplifl2=335(LC 8), 6=-335(LC 9)
Max Grav2=1150(LC 1).6=1150(LC 1)
FORCES. Pb) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown.
TOP CHORD 2-3=17221452, 3d>1520144B, 4-5=1520/448, 5b=1722/453
BOT CHORD 2-10=399/1477, 9.10=152/988, 8-9=157J988, 6-8=278/1477
WEBS 4-8=190/550, 6.8=376272, 4-10=190/558, 3-10=376272
NOTES-
i) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuir160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=S.Opsf; h=161t CaL 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 nonconcumem with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 335 lb uplift atjoint 2 and 335lb uplift aljolm 6.
LOAD CASE(S) Standard
^t .
L.:
S• � 5�a'�'t)='1v�'
y,.
M Bi
� rt✓ PE 7 51
J--..
STATE r,
sONA�pSNG��N "h
Job
I russ I ypa My Biscayne
MMM6461SCAYNE GRANDE
G
JQ1y I
Hip 1 1
Job Reference (optional)
awmem , nss , r� rrerw, r�., urns,
-2-0-0 k 4-94 4 94
, 24H1 ,
04 =
4
4x4 =
.9
9-0-0 13-0-0 224-0
nrtn A•^ 9-0-0
Dead Load Deft. - 3116 in
Plate Offsets (X Y)— [2:0-2
10 0 1 81 [4:D-24 0-2-01
[5.0.2-0 0-2-01 [7:0-2-10
0-1.81
N2.0-2-3 0-0-e]
[14.0.2-3 G-0-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
In
(lox) Ydefl
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.42
Vert(LL)
-0.18
9-21 >999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.76
Vert(CT)
-0.34
9.21 >791
180
BCLL 0.0
Rep Stress Ina YES
WB
0.21
Hoa(CT)
0.05
7 n/a
We
BCDL 10.0
Code FBC20171TPI2014
Matrix -MS
Welghh109I1a
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid celing directly applied or 9-3-2 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=043-0 (min. 0-1-8), 7=0.8-0 (min. 0-1-8)
Max H=2=111(LC 6)
Max Upl'd12=317(LC 8). 7=-317(LC 9)
Max Grav2=1150(LC 1). 7=1150(LC 1)
FORCES. (Ib) - Max CompJMax Ten. -All forces 250 (Ib) or less except when shown. -
TOP CHORD 2-3=17321443, 3-4=13941314, 4-5=11871311, 5-6=1394Y314, 6-7=17321444
BOT CHORD 2-11=38611516,10-11=14611187, 9-10=14611187, 7-9=28411516
• WEBS 3-11=4191271, 4-11=26/362, 5-9=271362, 6-9=-4191271
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=1 M Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All 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 buss to bearing plate capable of withstanding 317lb uplift at joint 2 and 317lb uplift at joint 7.
LOAD CASE(S) Standard
• - j ,t •. 1 .
- n
' I
)
l..
A. 1r
(1 PE 7 051 1
a STATE Ff AZ
1
ORI
sO/ONALlENG\\\\ 9 �i
Job
I russ
mss I ype LRy
aismyne
MW-205e-aISCAYNE GRANDE
Cs
Irly
Hip Girder 1 1
Job Reference o tional
Sou tnem Truss, FL Pierce, FL, 34951
5x8 =
1x4 II Sx8=
34 =
7-0-0 11.2-0 15-4-0 2P-0-0
7-0-0 4-2-D I 4-2-0 I 7-0-0 --
Dead Load Dell. -1/8 in
K4 It I
0
Plate Offsets (XY)-12'0-5
4Edoel 13.0-60 0-2.81 15•D-6-0
0-2.81 16.0-5-4 Edael
112.0-2-3 0-D-81
114:0-2-3 0-0-81
LOADING(pA
SPACING- 2.0-0
C51.
DEFL
in
Qoc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL)
0.21
B-9
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.43
Vert(CT)
-0.24
9
>999
180
BCLL 0.0
Rep Stress Inv NO
WB 0.36
Horz(CT)
0.08
6
n/a
We
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight1111b
FT=20%
LUMBER -
TOP CHORD 2x4 SP M 31 •Except•
T2 2x4 SP No.2
SOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=D-8-0 (min. 0.1-12), 6=0-8-0 (min. D-1-12)
Max Hoa2=91(LC 6)
Max Upli02=1I69(LC 8), 6=1159(LC 9)
Max Gmv2=2093(LC 1), 6=2093(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc pudlns.
BOT CHORD Rigid ceiling directly applied or 5-7-8 oc bracing.
FORCES. (Ib) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=37362214, 3-22=38702450, 4-22=-3870I2450, 4-23=-3870/2450, 5-23=-3870/2450,
5-6--373612214
BOT CHORD 2-11=1908/3354, 11-24=1913/3377, 1D-24=191IW3377, 9-10=191313377,
9-25=166113332, 8.25=1861/3332, 6-8=1856/3309
WEBS 3-11=1291651, 3-9=670/850, 4-9=1`TU769, 59=-071/850, 5A=1291651
NOTES-
1) Unbalanced mDf live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opst h=1610 Cat II; Fxp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.6D plate gdp 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 live loads.
6) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 11591b uplift at joint 2 and .1159lb uplift at loint
6. . . �.. .-, ..- .t.rre«v
7) Hanger(s) or other connactian device(s) shag be provided sufficient to support concentrated load(s) 312 lb down and 369 Ito up et 7-0-0,
2091b down and 2401b up at 9-0-12; 2091b down end 2401b up at 11-0-12, 209Ib down and 2401b up at 11-3-4, end 2091b do n and
2401b up at h13-34, end 3l21b.down and 3691b up at 154-0 on top chord, and 3871b down and 182lb up at 7-D-0, 91 Ib dovrti and 291b
up at 9-0-12, 91 Ito dam daand 29 lb•up e1,'11-0-12, 91 lb down and 29 Ib up at 11-34; and 91_Ib down and 29 lb up at 133d, and 387 lb
down and 182 lb up at 1534on tioltom chord. The design(selection of such connection device(s) is the responsibility of others:•}-
8) In the LOAD CASE(S) seetlmi; loads a6p6d to the face of the truss are noted as frond (F) or bade (B). ' � • ?,�
LOAD CASE(S) Standardii}3,-' ';, ;,, - ' •\11 ///
1) Dead+ Roof LNe (balanced): Lumber increase=125, Plate Inveesa=125 •,\\� �j M. B� ///�
Uniform 7o 35=-7057 �7016.19=20 'r'•'v' i:�r:- ,� �\
VertI
Concentrated LoaN 0(i: �: ti r3;.:•.�r^: • �� j �- S� �`�' i
Vert 3=201(� 20,1 (F) 11�741(F)9=134(F)4=268(F)•8, I(F)22=134(F)23=134(F)24=67(F)25-=-67(F � �
1 PE 051 t
s
' L� tt�Y P1Y STATE F i
I
Job
1russ
1russ "a Lsy
Bhceym
MW-20568ISCA"E GRANDE
CJ3
IVIY
Diagonal Hip Girder 2 1
Job Reference o eonel
eoumem i ruse, rh. Marra, M., s+am
1
2-9-15 41d
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL, In (loc) Wait Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL) -0.07 4-9 >656 240
MT20 244l190
TCDL 15.0
Lumber DOL 1.25
BC 0.57
Vert(CT) 0.07 4.9 >723 180
BCLL 0.0
Rep Stress Inv NO
WB 0.00
Horz(CT) 0.00 2 n/a Na
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Weight 21 lb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc pudlns. ,
" BOT CHORD 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Merhanicel, 2=0-3-13 (min. 0-1.8), 4=Mechanical
Max Horz2=147(LC 20)
Max Upii63=50(LC 8), 2--303(LC 4), 4=62(LC 17)
Max Gmv3=77(LC 31), 2=346(LC 31), 4=89(LC 20)
FORCES. (lb) - Max. CompJMax, Ten. -All forces 250 0b) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vutt=l8Dmph (3-second gust) Vasd=124mph; TCDL=5.Cpsf, BCDL=5.CpsF, h=16f ; Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconwmardvAth any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 50 lb uplift atjoint 3, 303 lb uplift at joint 2 and
62 lb uplift at joint 4.
. 5) Hanger(s) or other connection device(s) shag be provided suffiderd to support concentrated load(s)108 lb down and 138 lb up at 1-6-1.
and 108lb down and 1381b up at 1-6-1 on top chord, and 451b down and 9616 up at 1-6.1, and 45lb down and 96lb up at 1.6-1 on
bottom chord. The design/seledlon of such connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-3=70, 4-7=-20 '
Concentrated Loads 0b)
Vert 10=115(F_=_57, B=57)11=107(F=53, B=53)
d
i Q% \GE/dS
i ` vCr ` PE 7 051 i
_r ,... = o i` STATE IF _
r q p�
T ////�S6ONAIiS'i \ \\\ 2
Job
Inuss
lruss lype Uty MY
Biscayne
MIN-2056.BISCAYNE GRANDE
CJ7
Diagonal His Girder 4 1
Job Reference (optional)
w��mn uuac, r� rre,w, ram., .wam
1
51-3 &9-5
Plate Offsets XY1— t6.0.2.3
0-0-81
LOADING(W
SPACING-
2-0-0
CSI.
DEFL
In
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.75
Vert(LL)
-0.10
7-12
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.73
Vert(CT)
0.09
7-12
>999
180
BCLL 0.0
Rep Stress Ina
NO
WB 0.37
Hoa(CT)
0.01
6
n1a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrbc-MS
Weight 481b FT = 20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-10-15 (min.0-1-8), 6=Mechanical
Max Horz2=247(LC 20)
Max Uplift4=115(LC 4), 2=-378(LC 4). 6=125(LC 8)
Max Grav4=167(LC 1), 2=615(LC 31). 6=356(LC 31)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-10-7 oc pudins.
BOT CHORD Rigid ceiling directly applied or 9-8-3 oc bracing.
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2-13=8311271, 13-14=788/283, 3-14=731/256
BOT CHORD 2-16=3641723, 16-17=3641723, 7-17�364f723, 7-18=3641723, 6.18=3641723
• WEBS 3.7=0/274, 3-6=71IW93
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=S.OpA h=16fk Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psibottom chord live load nonconcunent with any other live loads.
3) Refer to girders) for Buss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115lb uplift at Joint 4, 378 Ib uplift at joint 2 and
125 lb uplift at joint 6.
5) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 lb down and 138 lb up at 151,
108 lb down and 1381b up at 1-6-1. 781b down and 741b up at 4.4-0, 78 lb down end 74 lb up at 44-0, and 90 Ib down and 1031b up at
7-1-15, and 90 lb down and 103 lb up at 7-1.15 on top chord, and 45 Ito down and 96lb up at 1-6-1, 45 lb down and 9616 up at 1-6.1, 36
Ib down and 3lb up at 44-0, 361b down end 3lb up et 44.0, and 471b down at 7-1-15, and 471b down at 7-1-16 on bottom chord. The
design/selection of such wnnection devices) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) yr back (B). -
LOAD CASE(S) Standard';�,r•"C'`
1) Dead+ Roof Live (balanced): Lumber Inaease=125, Plate Increase--1.25' ` • ;)' _
Uniform Loads (pit) '.'>r • •... ; y:, :.4. e
Vert 1-0=70, 5-10=20 . r.". ::. _ • .L .
Concentrated Loads Qb)' • , • '':�ri �',�.
Vert 13=115(F=57 B=Si) t54-�-]5(F=-38, B=38)16=107(17=53, B=53)18=-54(F=27, B=27)
r �<
_ 1 '
D 1 STATE F 1
�i,�ORID\N�
////'R/ONAIIIS';ZX \
e
NSS
Nss ype y
a wpe
MW-205aBISCAYNE GRANDE
G.17T
Dlagwal Kip Girder 1 1
Job Reference o tlanal
bMMM 1 MM , Ft. Plar[e, FL, 3 951
i
Plate Offsets (XY)— f2.0-5-8
0.1-81 f3.0.3-10 0-2.41 [7'D-3-14
0-1-81
[8.0-1-8 0-2-01
[9:030 0.0-41
%0:0-2-3 0-0-81
LOADING(psf)
SPACING. 240-0
CSI.
DEFL.
in
(hoc)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.50
Vert(LL)
-0.11
9
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.49
Vert(CT)
-0.16
9
>721
180
BCLL 0.0
Rep Stress Ina NO
WB
OA3
Horz(CT)
0.08
7
n/a
n1a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight 54 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP M 31
BOT CHORD 2x4 SP M 31 'Except'
B2: 2x4 SP No.2
WEBS 2x4 SP No.3'Except*
WI: 2x4 SP No.2
OTHERS 2x4 SP No.3
SLIDER Left 2x4 SP No.2 2-10-6
REACTIONS. (size) 5=Mechanical, 2= -10.15 (min. 0.1.8), 7=Medlanlcal
Max Horz2=247(LC 20)
Max Up1i85=-88(LC 4), 2�393(LC 4), 7=149(LC 8)
Max Grav5=132(LC 1), 2=663(LC 31), 7=360(LC 31)
FORCES. Pb) - Mm CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 3-13=-303113, 3-18=1268/493, 4-18=1224/501
BOT CHORD 3-20=57411138, 8-20=57211134, a-21=580/1155, 7.21=.58011155
WEBS 43=124/479,4-7=1193/599
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL-5.Opsf; BCDL=5.Opsf; h=16ft-, Cat 11; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss 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 psf bottom chord live load nonconcunerd 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 88 lb uplift at joint 5, 393 lb uplift atjolnt 2 and
149 lb uplift atjoint 7.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)10B lb down and 138 lb up at! 1.6-1.
108lb down and 138 lb up at 1.6-1. 107 lb down and 25 lb up at 44-0, 107 lb down and 25lb up at 44-0, and 82 Ib down and 81 Ib up at
7-1-15, and 82lb down and 81 lb up at,7_1-15 on top chord, and 45 lb down and 961b up at.1, 6-1, 45 lb down and 96 lb up at 1-6-1. 33 Up
down and 23 lip up at 4.40; 33 lb down end 2316 by at 4.4.0. and 55 to down and 38 lb up et4-1-15, and 55 lb down and 381b up at;
7-1-15 on bottom chord.. The designlselection of such connection devices) is the responslbillty Gf others. Le `
7) In the LOAD CASES) sectlo'A, loads applied to the face of the truss are noted as front (F) or bade (B).
LOAD CASES) Standard
1) Dead +Roof Live (balanced): Lumber increase=125, Plate Increase=1.25
Uniformai10, M—B�
y 7o,3s=io.s iz—zo:a e
ds
ConcenVerrt ue 15=1 5(F =57, B=Sn 18=107(Fi:53, BS3)19=41(F=21, S=21) 20=22(F=N, B=11) 21=93(F=-47, B=47) , `\� i ��GENg� i
_;'^i' i rxi_.{'' :.4,'•r^,= (/ PE7 051
` STATE F i
a
Job
IMW Type
01=yne
MW-205&BISCAYNE GRANDE
D1
Common 1 1
Job Reference o 0onel
aouml'm 1 n155, M M&rM rL. J '
' 2-0.0 1-6-0 3-2-0
40 =
4
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in Poe) Vde9 Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL) 0.05 7-18 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.67
Vert(CT) -0.08 7-18 >999 180
SCLL 0.0
Rep Stress Ina YES
WB 0.09
Horc(CT) 0.00 5 nla n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Weight 46 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 64)-0 oc pudins.
- SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 G D-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) , 5=0.3-0 (min. 0-1-8), 8=0-0-0 (min. 0-1-8)
Max HorzB=-67(LC 6)
Max UpIi85=241(LC 9). 8=-032(LC 8)
Max Grav5=466(LC 14), 8=673(LC 1)
FORCES. Pb) - Max. Comp./Max Ten. - All forces 250 (Ib) a less except when shown.
TOP CHORD 3-4=2951166.4.5=2641129
WEBS 3-8-151297
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.Bps , BCDL=5.0pst,, h=16% Cat. II; Exp C; Part. End.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads.
4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 241 lb uplift at joint 5 and 332 lb uplift at joint 8.
LOAD CASE(S) Standard
M. BG
�GEry
y:7n } i7 PE 7 051
1` STATE F
moo`. V In-1 o�:
/j/ SS/ONAL ECG \\\\
\\
o
toss
russ ype Y
Blsrayne
MW-2056-BISCAYNE GRANDE
DIA
Common I 1
Job Reference (optional)_
J... M I.. , rL rla .", J9nm
I
I
44 =
3
15
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL in
(Ioc) Weil Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.33
Vert(LL) 0.04
6-15 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.36
Vert(CT) -0.05
6-15 >999 180
BCLL 0.0
Rep Stress Ina
YES
WB O.OB
Hom(CT) 0.00
4 n/a We
BCDL 10.0
Code FBC2017[TPI2014
Matrix -MS
Weight 40 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structure] wood sheathing directly applied or 6-0-0 oc pudins.
' BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 4=030 (min. 0-1-8), 7=0.4-0 (min. 0-1-8)
Max 11o=7=84(LC 9)
Max UpIiR4=250(LC 9), 7=249(LC 8)
Max Gmv4=503(LC 1), 7=517(LC 13)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=252/87, 2-3=361/189, 3-0=352/168
BOT CHORD 1-7>77/263, 6-7=51/279, 4-6=-51/279
WEBS 2-7=353/263
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) GCpi=055EMWFRS (envelope); (Lumti r DOL=1 60 plate grip DOL=DLB-05.OpsF, BCDL=5.Opsf; h=16ib Cat II; Exp C; Part End.,
3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads.
4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 250 lb uplift at joint 4 and 249 lb uplift at joint 7.
LOAD CASE(S) Standard
y„
,e
PE7051
-1-t1 STA\�N\1
�//'`G pP�0\4\\-"OR
/�SONAis,ENG\
2,S
Glder
44 = 44 =
1-0-0 1 3-0-0
Plate Offsets
2:0.2-0Ed a 6:u_ - Ede 11:0.2.3
0-0.8 13:0.2-3 0-D-8
LOADING(psf)
SPACING- 24-0
CSI.
DEFL.
Vert(LL)
in
0.08
Qoc)
8
Ildefl
>999
L/d
240
PLATES GRIP
MT20 2441190
TCLL 20.0
TCDL 15.0
Plate Grip DOL 1.25
Lumber DOL 1.25
TC 0.62
BC 0.61
Vert(CT)
-0.10
8
>917
180
BCLL 0.0
Rep Stress Ina NO
WB 0.09
Hoa(CT)
0.01
6
Na
Na
Weight 461b FT=20°/
BCDL 10.0
Code FBC2017rrP12014
Mabix-MS
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP.Ne.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
UKAUIN{ -
TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc pudins.
BOT CHORD Rigid ceiling directly applied orb-0-0cc bracing.
REACTIONS. (size) 6=030 (min. 0.1-8),10=04-0 (min. 0.1.8)
' Max Hor410=51(LC30)
Max Uplifr6=297(LC 9)• 10=-415(LC 8)
Max Grev6=549(LC 37), 10=792(LC 36)
FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=5561299, 3-4=-0091283, 4-21=5031243, 5-21=50312A3, 5-6=5621280
BOT CHORD 2-10=2661604, 9-10=2151557, 9.22=211I570, 8-22=2111570, 6-8=2141560
• WEBS 3-10=5131294
NOTES -
I) Unbalanced roof rive loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vesd=124mph; TCDL=5.0psf; BCDL=5.0psf, h=16fk Cat. II; Exp C; Part End.,
GCpl=0.55; 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 Me load nonconcarrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 6 and 415 Ib uplIR at joint
10.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated lcad(s) 239 lb down and 213 lb up at 3-0-0.
and 99 lb down and 100 lb up at 4-0-0, and 239 lb down and 213lb up at 6 4-0 on top chord, and 116 lb down and 89 lb up at 3-0-0, and
40lb down and 2lb up at 41-0. and 116 lb down and 89 lb up at 6-3-4 on bottom chord. The designtselection of such connection
devices) Is the responsibility of others. 1- .
7) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or bark (3).
LOAD CASE(S) Standard' C
1) Dead + Roof Live (balanced): Lumber Inaease=,125, Plate Increase=125 dirt:
Uniform Loads (pit)
Vert 14=70, 45-70, S.7=701 15-18=20
Concentrated Loads Qb)
Vert 9=43(F) 8=43(F)
7 -PE7 05V`wN
i
D ` STATE F
9 LJ
Job
I russ I ype Y
Bismyne
MYJ-2058-BISCAVNE GRANDE
FG7
GABLE 1 2
Jpb Reference o gonel
Southem Truss. FL Pierce, FL, M951
3x4 = - - - - - 20 11 1x4 II tx4 II - - - - 3x4 =
sa 23M 1n 20 21 3 22 23 24 4
10 9 NOP2XSTP=
2x4 II SM = 50 =
1
1.7-0 1 410-0
6-7-8
Plate Offsets (X1')-- f3.0-2-4
0-1-07 f4.0-1-8 0-1-81 16'0.2-0
0-2-121 19'0-2-0 0-2-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
In
(loc)
Well
Lld
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.49
Vert(LL)
-0.03
5-6
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 125
BC 0.24
Vert(CT)
-0.07
5-6
>999
180
BCLL 0.0
Rep Stress Inv NO
WB 0.08
Hom(CT)
-0.02
5
We
n1a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 192 It,
FT a 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns, except
BOT CHORD W SP Not -Except* end verticals.
B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 643-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All beadngs 1-7-0 except (It --length) 5=Mechanical, 6=0-7-0.
(lb)- Max Horc10=198(LC4)
Max Uplift All uplift 100 It, or less atJoinl(s) except 10-691(LC 4), 5=281(LC 4), 6=949(LC 5), 9=932(LC 7)
Max Grav All reactions 2501b or less alJolnt(s) except 1 G=588(LC 20), 5=525(LC 1), 6=1894(LC 1), 9=1206(LC
25), 9=1078(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-10=550/665, 2-19=289/116,19-20=289/116, 20-21=2891116, 341=289/it6,
3-22=2521178, 22-23>2521178, 23-24=252/178, 424=2521178, 4-5=455/314
BOT CHORD 8-9=10731635, 2-8=1018/658, 6-7=17951960, 3-7=1705/946
WEBS 1-9=-4991562
NOTES-
1) 2-ply truss to be connected together with 10d (0.13154') nails as follows:
Top chords connected as follows 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated.
3) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF BCDL=5.0psF h=16f ; Cat. II; Exp C; Part. End.,
GCpl=0.65; MWFRS (envelope); and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) Truss designed for wind loads In the plane of the buss only. For studs exposed to wind (noimal,to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
5) Provide adequate drainage to prevent water ponding.:
6) All plates are MT20 plates unless otherwise indicated.
7) Gable studs spaced at 2-0-0 ore' - - :.- ; • - ' 'r"' �,
8) This buss has been designed foFa 10.0 ps[Bottom chard live load noncencurrentwi h any other Me loads. .�
9)Refer to girders) for buss to truss cmi6ections. -• r'
10) Provide mechanical connebd6n (by,othem) of truss to bearing plate capable of wilhslanding 691 lb uplift at Joint 10, 281 Ib uplift at Joint Sty
and
or
l ' 3221b down and 1651b up at.0-313i 511,
�':� ;; i• up at 6-2-IZ 241 to down and�1501ti by a
on top chord. The design/selecdon of sud
LOAD CASE(S) Standard .• -,i_ ��.
Continued on page 2 C n •V p•,,
d sufficient to sup pdrt cdncentreted load(.) 271 lb down and 314 Ito up at
19 Ib up at 2-8-1Z; 393lb down and 263 lb up at 4-6-12, 433 lb down at
241 lb down and 150 lb up at,10.2-12; and 241 Ito down and 150 lb up at
levice(s) is the responsibfilty of 0th=-
n
\1111111!///
M. Bt7�iii
i
PE 7651 .,
G I swrESFw1 `
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Nss ype y
Bscayne
MW-2058-EIBGYNE GRANDE
FG7
GABLE 1 2
Job Reference O ttonal
BcuMem Trasa, FL Pierce, FL, 34951 un: 8.230 a OG 21 2g18 PnnC 6239 s Od 212g18 MRek InEusMea, Inc. F Nw 16 OB:3a:43 2018 Pege 2
ID:W?reBvhoRImX9G2d3im16UyLDs2-G6RegK157sOJACA2)GCMOFyEx40JJgOObCNE81y19 W 0
—LOAD CASE(S) Standard — _
1) Dead +Roof Live (balanced): Lumber Increase=1.25,Plate Increase=1.25-
Uniform Loads (plf)
Vert 1.4=70, 9-10=-20, 7-8=20, 5-6=20
Concentrated Loads Qb)
Vert 1=271 18=32219=384 20=393 21=-433 22=241 23-241 24=241
-6.�-�ti i yr:•
::V . .
\\\ \ M BC /v
PE 051
ORI\��
////E
S�ONAL1 t N
/0\\\
p
cuss
russ ype y Blsc%m.
MW-2051-815CAYNEGRANDE
FG2
Roof SpedalGWer 1 2 Job Reference (optional)
SM!Mm Tune, FL Pierce, FL, MB51 f Wn: 8.230 a Ot121 2916 PML 11230 a UM 212016 M1I eK Incumm, InQ rn NW 10 ue'ao:w 1u10 raga I
ID:W 7reevhoRkbX9G2d31m16UyLD=-IW71 tgljKHeAOWFtzjbyTVMAUKs2HsYgs6nhkylgW P
1-11-0 7-5-0 9-4-0
1-11-0 5-" 1 1-11-0
2x4 11 3x4—
.3.4—
2x4 11
10 9 6 5
2x4 11 3x4 = 3x4 =
LOADING (psi)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.26
BCLL
0.0
Rep Stress Inv
NO
BCDL
10.0
Code FBC20171TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'ExcepY
B2: 2x4 SP No.3
WEBS 2x4 SP No.3
CSI.
DEFL in
(loc) Vast L/d
PLATES GRIP
TC 0.65
Vert(LL) -0.02
7-8 >999 240
MT20 2441190
BC 0.34
Vert(CT) -0.03
7-8 >999 180
WB 0.07
Horz(CT) 0.02
5 Na Na
Matrix -MS
Weight 135 lb FT=20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudlns, except
end verticals.
BOT CHORD
Rigid calling directly applied or 6.0-0 oc bracing.
REACTIONS. All bearings 1-11-0.
Qb)- Max Hom10=198(LC18)
Max Uprr t All upl•Ift 100lb or less atjotnt(s) 9 except 10=660(LC 4), 5=-048(LC 4), 8=535(LC 4), 7=-538(LC
5), 6=197(LC 20), 9= 435(LC 20)
Max Grav All reactions 250 lb or less atjoint(s) 6.6 except 10=595(LC 20), 5=396(LC 26). 8=1161(LC 1).
7=1167(LC 1), 9=437(LC 4)
FORCES. Qb) - Max CompJMax. Ten. - All forces 256 Qb) or less except when shown.
TOP CHORD 1-10=-5651652, 2.12=271215,12-13=2711215, 13-14=2711215, 3-14=271/215,
4-5=3891466
BOT CHORD 2-8=-1103/564, 3-7=11061560
WEBS 1-9=-4511478
NOTES-
1) 2-ply truss to be connected together with 10d (0.131'x3) nails as follows:
Top chords connected as follows: 2x4-1 row at 0-9-0 om
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 cow at 0-9-0 am
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (3) face In the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwlse Indicated.
3) Wind: ASCE 7.10; Vult=160mph (&second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=16ft Cat II; Exp C; Part. End.,
GCpt=0.55; MWFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) Truss designed for wind loads in the plane of the truss only. Forstuds exposed to wind (normal to the face), sea Standard Industry Gable
End Detalls as applicable, or consult qualified building designer as perANSVTPI 1.
5) This truss Is not designed to support a calling and Is not Intended for use where aesthetics are a consideration.
6) Provide adequate drainage to prevent rater ponding.
7) Gable studs spaced at 2-0-0 as
8) Thls truss has been designed fora 10.0 psf bottom chord INe load noncanament with any other live loads:,'� : ,�"�'•
9) Bearing atjolnt(s) 8, 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula.. Building designer'should verify capacity of
10) Provide mechantcal bearing surface. connection (by others) oTtruss lo•beartng plate capable of withstanding t001b uplift et jaint(s) except Qt—Ib)10=6C�Bv\\\\N1 [1/l! $4 z
5=448. 8=535, 7=538, 6=197, 9--435. ' 1: , • .• f... - r ,r , ._. \ Q` /
11) Hsnger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 266 lb down and 316 lb up at'�i7�
319 lb down and 167 lb up at 1-1-13, 2581b•davm and 159 Ib up at 3-0-12, 258 Ib down and 159 lb up at'4-8-0, 258 lb down an059%� L j
up at 6-3 4. and 319 lb down and 167lb up at. 8-23. and 266lb down and 319 It, up at 9.2-4 on top chord. The desigNs I SA 1 PE 7 051 1%
connection device(s) Is the responslbtlty of others. • `0 =
dard
STATE F
FR• .. 'PO 11V .�y—) 7i ��
i;<1%' 4oRI�P%
///ASS ONAL �ENG\\\\\\ 2 D
Job
Truss
ruse lype Y aispyne
uly
MW-2o56BISCAYNE GRANDE
FG2
Roor SpetlelGWer 1
2 Job Reference (optional)
ao�.R.,, irvsa. r�nar�. r�..+•aai,.,,.o..„s..ua��,or„,,.o....ae..u�i<a,o�.,,�.,,i�„n.,o.,,,u r,, ,.�. ,o�o..,o.+." rono.
ID:W7reevhoRkbX9G2d3im16UyLDsz-U?l tg 1JKH8AoM11HybyNMAUKs2HsVgs6nhkylgWP
LOAD CASECS) Standard
1)Dead+Roof LiGe(6alan—md)Lumberinvease=125,-Plate lnmase=1.25—
Uniform Loads (plf) —
Vert 1-0=70, 9-10=20, 7-8=20, S3=20
Concentrated Loads Qb)
Vert 1=2664=266 1 1=-319 12=258 13=258 U--25815=319
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Jerk -Open 13 1
I
Job Reference o tional
2-0-0 1-0-0 '
1
P
Plate Offsets MY) - (2:0-0-4.Edge1
I5:0-2-3 0.0-81
LOADING(pso
SPACING- 2-0-0
CSI.
DEFL
in
(loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
.0.00
9
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
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
nla
BCDL 10.0
Code FBC2017frP12014
Matrix -MP
Weight 10lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing direc0y applied or 1-0-0 oc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. G-1-8), 4=Mechanical
Max Hom2=76(LC 8)
Max Upliftl=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. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vu1r160mph (3secand gust) Vasd=124mph; TCDL=5.0psf', BCDL=S.Opsf; h=16(K Cat I1; Exp C; ParL Encl.,
• GCpi=0.65; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
• 2) All plates are MT20 plates unless o0rerwise Indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other gve 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) 3, 4 except at -lb) 2=160.
LOAD CASE(S) Standard
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Truss
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MW-20 BISCAYNE GRANDE
Ac
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Job Reference (optional) _
aamnem doss, IL werce. r�., saeai
1-0 B
I 1-0-0
M�
Plate Offsets IX Y)— 12.0-0-0
Edoel 15:0.2-3 0-0-81
LOADING(pso
SPACING- 2-0-0
CSI.
DEFL
in
Qoc)
Vdefl
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
0.00
9
n1r
120
MT20
244/190
TCDL 15.0
LumberDOL 1.25
BC 0.08
Vert(CT)
-0.00
9
nlr
120
BCLL 0.0
Rep Strew Ina YES
WB 0.00
Hors(CT)
0.00
nla
nla
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight 10 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid celing directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (sae) 3=Mechanical, 4=Mechanical
�p Max Hoa3=629(LC 1), 4=629(LC 1)
Max Uplift3=122(LC 8). 4=-44(LC 1)
Max Grav3=277(LC 1), 4=40(LC 4)
FORCES. (lb) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2J=3101685
BOT CHORD 2-0=6291348
NOTES-
1) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsh h=161p Cat II; Exp C; End., GCpl=0.18;
MWFRS (erwelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcu ent 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 at --lb) 3=122.
5) Non Standard bearing condition. Review required.
LOAD CASE(S) Standard
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MW-2056-BIBCAYNE BRANOE
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Jack -Open 11 1
Job Reference (optimal)
ID:W7re8vhoRkb im1fiUyLDszM3uuN
yh7nl0u1gpe00m32uenIH4nWCTgH96uldylgW
2-0-0 3-0-0-0-0
�. 2-0-0 I 3-0-0
1
30-0
Plate Offsets KY) - f5.0.2-3
0-"
LOADING(psf)
SPACING-
2-0-0
C51.
DEFL
in
(loe)
Udell
Lid
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 Ina
YES
WB 0.00
Horc(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/1PI2014
Metric -MP
Weight 16lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-M cc pudins.
GOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (sae) 3=Mechanical, 2-0-3-0 (min. 0.1-8), 4=Mechanical
Max Horz2=146(LC 8)
1r Max Upltft3=78(LC 8), 2=1137(LC 8)
Max Grav3=86(LC 13), 2=328(LC 1), 4=45(LC 3)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf, BCDL=5.Opst h=1litt; CaL II; Exp C; Part End.,
• GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
• 2) This truss has been designed for a 10.0 psf bottom chord live load nonconament with any other live loads.
3) Refer to girders) for buss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoinl(s) 3 except QI-elb) 2=137.
LOAD CASE(S) Standard
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STATE F
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Biscayne
MW-2e5bBIBCAYNEGRA140E
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Jzrk-OW 2 1
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Job Reference(optional)
SOu — I nl B I M rvert9. rL. J6eal
1
Lyl-U L-O-V
2-8-0 Ia-�0-0�,
r g.Afl i
Plate Offsets (KY)- 12•D-6-4
0-0.101 13;D-0-0 0.1-131 P•0.2.3 0.0.81
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL.
In
(loc)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
-0.00
11
>999
240
MT20
244M90
TCDL 15.0
Lumber DOL 1.25
BC 0.07
Vert(CT)
-0.00
6
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT)
0.00
5
nla
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MR
Weight 17 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins.
• BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
B2: 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 4--Mechanical, 2=0-8-0 (min. D-1.8), 5=McManlcal
Max Horz2=114(LC 8)
' Max Upli114=23(LC 8). 2=114(LC 8), 5=11(LC 8)
Max Grav4=47(LC 13), 2=328(LC 1), 5=44(LC 3)
FORCES. (lb)- Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
• 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16fb CaL II; Exp C; End., GCpi=0.18;
• MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Al 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 We 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 100 lb uplift at)oint(s) 4, 5 except at -lb) 2=114.
LOAD CASE(S) Standard
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Jack-0pen 8 1
Job Reference o eonal
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-2-0-0 5-0-0
2-0 0 5-D-0
LOADING(psf)
SPACING-
24)-0
CSI.
DEFL In
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.33
Vert(LL) 0.03
4-9 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
SC 0.24
Vert(CT) -0.06
4.9 >999 180
SCLL 0.0
Rep Stress Ina
YES
WB 0.00
Horz(CT) -0.00
3 rue nla
BCDL 10.0
Code FBC2017r PI2014
Matrix -MP
Weight 22 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
- BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 1 D-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-e), 4=10echanical
Max Horz2=165(LC 8)
Max Upliftl=96(LC 0). 2=120(LC 8)
' Max Grav3=137(LC 1), 2=397(LC 1).4=89(LC 3)
FORCES. (lb) - Max- CompJMax. Ten. - All forces 250 IN) or less except when shown.
NOTES-
1) Wind; ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16ft; Cat 11; Exp C; End., GCpl=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 pat bottom chord live load noncencament 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 100 lb uplHt atjoint(s) 3 except at -lb) 2=120.
LOAD CASE(S) Standard
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Plate Offsets KY}-
12:0.6-0 0-D-101 r3.0-6.4 0.2-01 i7:D.2.3
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LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in
Qoc)
Vdefl
Lld
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL)
0.06
6
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.29
Vert(CT)
-0.08
6
>722
180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT)
0.04
5
n1a
nla
BCDL 10.0
Code FBC20171TP12014
Matrix -MR
Weight 24 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
• SOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 0o bracing.
B3: 2x4 SP No.3
OTHERS 2x4 SP No.3
F REACTIONS. (size) 4=Mechaniol, 2=0-8-0 (min. 0-1-8), 6--Mechanical
Max Horz2=165(LC 8)
• Max UpIHM4 74(LC 8). 2--119(LC 8), 6>14(LC 8)
Max Grav4=120(LC 1), 2=400(LC 1), 5=90(LC 3)
FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10;. Vult=160mph (3-second gust) Vasd=124mph; TCDL-S.Opsf; BCDL=S.Dpst h=1 Bfl; Cat 11; Exp C; End., GCpl=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 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 1001b uplift al)oint(s) 4, 5 except at --lb) 2=119.
LOAD CASE(S) Standard
i --- A
"F1 --0; STA
ORI
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M-211"18CAYNE GRANDE J7 Jerk-0Pen 22 1
Job Reference (ovd na0
8c�rn TNsa, Ft Pierre, FL, 3 981 Run. B.23a a od2l 2Ole Pont 8.2311 s Od 21201E MTek IndusW¢ .Ina. Nov 1808.38.492018 Paget
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N
1
7-0-0
OA '
Dead Load Defl. - 118In
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL In
(Ioc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(ILL) 0.20
4-9 >409 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.55
Vert(CT) .0.24
4-9 >348 180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT) -0.01
3 We Na
BCDL 10.0
Code FBC2017frP12014
Matrix -MP
Weigh: 28lb FT=20%
LUMBER-
TOP CHORD 2x4 SP No2
BRACING.
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid riling directly applied or 10-D-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Medhanical
Max Hom2=288(LC 8)
` Max Uplifl3=221(LC 8). 2=188(LC 8), 4=9(LC 8)
' Max. Gmv3=248(LC 13). 2=378(LC 1), 4--131(LC 3)
FORCES. Qb) - Max CompJMax Ten. -AM forces 250 (lb) or less except when shown.
NOTES-
1) Wlnd: ASCE 7-10: Vult=18nmph (3-second gust) Vasd=124mph; TCDL=S.OpsF, BCDL=S.Opsf; h=1811; Cat 11; Exp C; Part End.,
GCpl=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 psf bottom chord live load noncomaxnent 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 Ib uplift at joint(s) 4 except at —lb) 3=221,
2=188.
LOAD CASE(S) Standard
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W-2056AISCAYNE GRANDE J7a Flat 1 1 Job Reference (optlona0
iwNem Truss, FL Pierce, FL, 34e51 Nun. e.uo s uo n mre rnnc 8.230 s CG 21201a MiTek IntlusMas 8 Page
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3x4 cc - — - - — 2.4 11 - — —
1 2
2A 11 3x4 =
NOP2X STP=
Dead Load Deft. = Vain
LOADING (Pat)
SPACING-
2-0-0
CSI.
DEFL In
(loc)
I/deff
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.96
Verl(LL) 4.12
3 4
>688
240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.57
Vert(CT) -0.23
34
>344
180
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Hoa(CT) -0.00
3
nla
n/a
BCDL 10.0
Code FBC2017/ P12014
Matrix -MP
Weight SO lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
- WEBS 2x4 SP No.3 WEBS 1Row at midpl 1-3
REACTIONS. (size) 4=0-7-0 (min. 0-1-8). 3=Mechanical
Max Uplift4>100(1-C 4), 3=100(LC 4)
Max Gmv4-298(LC 1). 3=298(LC 1)
' FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vesd=124mph; TCDL=5.Opsh BCDL=S.Opsf, h=16f ; Cat 11; Exp C; End., GCpi=0.18;
MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
- 4) This truss has been designed for a 10.0 pad bottom chord live load nonconcurrem with any other live 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 100 lb uplift atjoint(s) 4, 3.
- LOAD CASE(S) Standard
PE 7 051
.• I I
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-01 STATE F
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o
toss
toss YPa
Y
Biscayne
MW-2056-BISCAYNEGRANDE
J7C
Flat Gbtler
1 1
Job Reference o tional
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ID:W7re8vhoRkbXBG2d3im16UyLDss-1fwgL37figR0ABRI5BxMFJxHX31f1 BTSRRJfRgy gWl
6-11-0
6-11-0
3x4= - — - - -2011 - - - - - — Dead Load Dail. -118 in
1 5 6 7 2
2A II
NOP2X STP=
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL
In
Ono)
Well
Lld
TCLL
20.0
Plate Grip DOL
1.25
TC 0.80
Vert(LL)
-0.12
3-4
>688
240
TCDL
15.0
Lumber DOL
1.25
SC 0.63
Vert(CT)
-0.23
3-4
>344
180
BCLL
0.0
Rep Stress Ina
NO
WE 0.00
Horz(Cn
-0.00
3
nla
rda
BCDL
10.0
Code FBC2017rfP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 4=0-7-0 (min. D-1-8), 3=Mechanical
Max UpIIft4=-30(LC 4), 3=27(LC 4)
Max Gmv4=249(LC 1), 3=247(LC 1)
' FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
PLATES GRIP
MT20 244/190
Weight 46 lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-11-0 on pudins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuit=160mph (3second gust) Vasd=124mph; TCDL=S.Ops ,, BCDL=S.Opsh h=16ik Cat II; Exp C; End., GCpI=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are M120 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
5) Referto girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4, 3.
7) Hanger(s) or other connection devices) shall be provided suffclent to support concentrated load(s)123 lb dawn and 99 Ib up at 1-9-12,
and 123 lb down and 99 Ito up at 3.9-12, and 1231b down and 99 In up at 4-11-12 on top chord. The design/selec0on 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 Inc aase=126
Uniform Loads (plf)
Vert 1.2=70, 3.4=20
Concentrated Loads Qb)
Vert 5=33(F) 6=33(F) 7=33(F)
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531 6-11-0
' S-3-1 1 1-7-15 '
- - _ 6.00 12 3x4 It — — —
3 Dead Load DO.- 1/16 in
2x4 II 4x5
NOP2X STP= 2x4 II
3x4 =
5-3-1 611-0
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Plate Offsets MY)-
12.0-2-4 0-2-81 I3•Edea 0381
LOADINGUA
SPACING- 2-M
CSL
DEFL
in
(too)
Wall
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL)
.0.08
4-5
>990
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.42
Vert(CT)
-0.16
4-5
>510
180
BCLL 0.0
Rep Stress Ina YES
WS 0.D4
Horz(CT)
0.00
4
n/a
nla
BCDL 10.0
Code FBC2017/TPI2014
Matra -MS
Weight 50 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural Wood sheathing directly applied or 6-0-0 oc pudins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 4=Mechanical, 5=0-7-0 (min. 0-1-e)
Max Horz5=37(1_13 8)
Max Uplt84=135(LC 8), 5=82(LC 4)
Max Grav4=29B(LC 1), 5=298(LC 1)
FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vesd=124mph; TCDL=5.0psf; BCDL=5.Opsh h=16ft; Cat It; Exp C; Encl., GCpl=0.18;
MIWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
• 2) Provide adequate drainage to prevent water ponding.
3) All plates are MIT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonccncunent with any other live 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 100 lb uplift at )olnl(s) 5 except (it -lb) 4=135.
LOAD CASE(S) Standard
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3-7-15
Plate Offsets (X Y)—
ry'0-1-12 0-2-01 f4'0-1-12 0.2-121 15.0.3-0,DA-121
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in
(loc)
Vdefi
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.70
Vert(LL)
0.03
4-5
>999
240
Mf20 2441190
TCDL 15.0
LumberDOL 1.25
BC 0.38
Vert(CT)
-0.05
4.5
>999
ISO
BCLL 0.0
Rep Stress Inky NO
WB 0.97
Horz(CT)
0.00
4
nfa
rda
BCDL 10.0
Code FBC2017frP12014
Matrix -MP
Weight 66lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or&11-3 oc pudins, except
. BOT CHORD 2xB SP M 26 end verficels.
WEBS 2x4 SP No.3 BOT CHORD Rigid ce6ing directly applied or 10.0-0 oc bracing.
REACTIONS. (size) 6=0-7-0 (min. D-1-14), 4=Mechanical
Max Hoa6=87(LC 8)
Max Uplift.=667(LC 4), 4=-669(LC 8)
Max Gmv6=2256(LC 1), 4=1800(LC 1)
FORCES. (Ib) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=15471468, 1-2=886250
BOT CHORD 54t=J151858,4-8=3151858
WEBS 1-5=47611690, 2.5=3621941, 2-0=14531534
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=S.OpsT; h=16fk CeL II; Exp C; Encl., GCpI=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live 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 100 lb uplift at joint(s) except QI-lb) 6=667.
4-669.
7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated lood(s)1154 lb down and 369 lb up at 0.11-12,
and 1153 lb down end 371 up al 2-11-12, and l l53 Ib down and 4001b up at 4.11-12 on bottom chord. The design/selection 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) Slanderd .'..:- • '
1) Dead +Roof Live (balanced): Lumber lnaease=125, Plate Increase=1.25 t
Uniform Loads (pif) -
Vert 1-2--, 70, 2-3=70, 4.6--20 -
Concentrated Ldads (Ib)'-
Vert 5=1153(B) 7=1154(B) 8--1153(8)
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M-M56-BISCAYNE GRANDE JTT Jack -Open 3 1
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2-0A 2-8 0 4-4-0
Dead Load Deg. = 3/16 in
I
LOADING(pq
SPACING- 2-M
CSI.
DEFL In (toe) I/de6 Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.26
TC 0.78
Verl(LL) 0.21 6 >399 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.68
Vert(CT) -0.30 6 >277 180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Hoa(CT) 0.15 5 We Na
BCDL 10.0
Code FBC2017/TP12014
Matrix -MR
Weight 301b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur8ns.
BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
B3: 2x4 SP No.3
OTHERS Zvl SP No.3
REACTIONS. (size) 4=Mechanical, 2=D-B-O (Mn. 0-1-8), 5=Mechanical
Max Hoa2-215(LC 8)
Max Uplift4=121(LC 8). 2=131(LC 8), 5=15(LC 8)
Max Grav4=186(LC 1), 2=482(LC 1), 5=131(LC 3)
FORCES. Pb) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.0psg h=161k Cat 11; Exp C; End., GCpi=0A8;
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 buss connections.
5) Provide mechanlcal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except at -lb) 4=121.
2=131.
LOAD CASE(S) Standard
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-2-0-0 1-4-0
240 1 lro
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
Oct)
Udell
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.33
Vert(LL)
0.00
9
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.07
Vert(CT)
0.00
9
>999
180
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
J
Horz(CT)
-0.00
2
We
n/a
BCDL 10.0
Code FBC2017/1PI2014
Matrix -MP
4
d
PLATES GRIP
MT20 244/190
Weight 11 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purtins.
. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2-0-6-0 (min. 0-1-8), 4=Mechanical
Max H=2=74(LC 8)
• Max Uplift3=14(LC 1), 2= 1M(LC 6), 4=39(LC 1)
a Max Gmv3=25(LC 4), 2=317(LC 1), 4=38(LC 4)
FORCES. (lb) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst,, BCDL=5.Opsf; h=16f ; Cat. 11; Exp C; End., GCPI=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 nonconcumenl with any other live loads.
4) Referto girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oInt(s) 3.4 except (-Ib) 2=135.
a' LOAD CASE(S) Standard
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-2-0-0 1-6A
2-0-0
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in
goc)
Vden
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
-0.01
4
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.04
Vert(CT)
0.01
4
>999
180
BCLL 0.0
Rep Stress Inns YES
WS 0.00
Horz(CT)
-0.00
2
n/a
n1a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MP
Weight 11 lb FT= 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.&B oc pudins.
. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (sae) 3--Mechanical, 2=0-3-0 (min. 0.1.8)
Max Horz2=79(LC B)
Max Upit83=29(LC 1). 2=128(LC B)
Max Gmv3=54(LC 4), 2=311(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vesd=124mph; TCDL=5.0psF, BCDL=5.0psf, h=161h Call II; Exp C; End., GCpl=0.18;
' MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3) Refer to girders) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 3 except Qrlb) 2=128.
LOAD CASE(S) Standard
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