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HomeMy WebLinkAboutTRUSS PAPERWORK4451 STr LUCIE BLVD.-
FORT PIERCE, FL 34946'
NO EXCEPTION TAKEN ❑ EXCEPTIONS NOTED
❑ SUBMIT SPECIFIED ITEM ❑ REVISE & RESUBMIT
Checking is only for general conformance with design conceptRIH: 772-409-1010
project End general comp.i .nce with Contract Documents. Contrac : 772-409-1015
is responsible for confirming and correcting dimensions at job si e;
for imform:tion which partains to fabrication processes or constfucit w.!A1 Truss.com
to.hniques, and for coordination of work of all trades. Checking of
shop drawings shall not relieve the contractor of responsibility for
deviation from requirements of Contract Documents nor for errors or
9yi,sions in shqp�dra, ngs.
Date 011za ) ro
ADVANCED STRUCTURAL ENGINEERING II, INC.
TRUSS ENGINEERING
BUILDER: CalAtlantic Homes SF
s
PROJECT: RIVERBEND
� O
O /3LK/MODEL: Lot:36 / Model:6811 / EIev:C / GAR R
JOB#: 63184
MASTER#:
OPTIONS: MASTER BED SITTING AREA
BAY WINDOW
A-1 ROOF
,11111,0=
TRUSSES
AFLORIDAOORPORATION
2E: Job 63184
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
Ate Information:
,ustomer Info: CALATLANTIC HOMES - S FL DIVISION Project Name: RIVERBEND
-ot/Block: 36 Model: 6811
lddress: 13316 NW BAYWOOD PL Subdivision:
:ity: County: Broward
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
State: FL
Jame Address and License # of Structural Engineer of Record, If there is one, for the building.
Jame: License #:
\ddress:
:ity:
3eneral Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
•oading Conditions):
)esign Code: FBC2014(rP12007 Design Program: MiTek 20/20 7.6
Nind Code: ASCE 7-10 Wind Speed: 170 MPH
goof Load: 45.0 psf Floor Load: 0.0 psf
'his package includes 108 individual, dated Truss Design Drawings and 0 Additional Drawings.
Vith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
anforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
Jo.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
A0650419
A01
12/23115
13
A0650431
A13
12/23/15
25
A0650443
B09
12/23/15
A0650420
A02
12/23/15
14
A0650432
A14
12/23/15
26
A0650444
B10
12/23/15
A0650421
A03
12/23/15
15
A0650433
A15
12/23/15
27
A0650445
B11
12123/15
A0650422
A04
12123/15
16
A0650434
B01
12/23/15
28
A0650446
B12
12/23/15
A0650423
A05
12/23/15
17
A0650435
B02
12/23/15
29
A0650447
B13
12/23/15
i
A0650424
A06
12/23/15
18
B02A
12/23/15
A0650448
B14
12123/15
A0650425
A07
12123/15
19
B03
12123/15
A0650449
B14A
12/23/15
A0650426
A08
12123/15
20
B04
12/23/15
A0650450
C01
12/23/15
A0650427
A09
12123/15
21
tA065044l
B05
12/23/15
[361
A0650451
CO2
12/23/15
0
A0650428
A10
12/23/15
22
B06
12/23/15
A0650452
CO3
12/23/15
1
A0650429
All
12/23/15
23
B07
12/23/15
A0650453
C04
12/23/15
2
A0650430
Al2
12/23/15
24
B08
12/23/15
A0650454
C05
12/23/15
he truss drawing(s) referenced have been prepared by MTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 RoofTrusaw. Ltd.
russ Design Engineefs Name: Manuel Martinez My license renewal date for Me stale of Florida is February 28,2017.
TOTE: The seal on these drawings indicate acceptance of prefeworml engineering responsibility set* for the truss components shown.
he suitability and use of components for any par[cular building is Me responsibility of the building designer, per ANSlm`l-1 Sec. 2.
he Trr�s Design Dmwing(sl(TDD[s]l referenced have been prepared based on the construction documents (also referred to at times as'Structuml Engine ring Docume nts'l provided by the Building
ldicating the nature and character of the work. The design onto da therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific location]. These TDDs (a tao referred to at times
itructural De legated Engineering Docume mall are s pecia by structum l component designs and may be part of the project's deferred or phased melanins S. As a T ss Design Enginee r(i.e., Specialty
ngineer)the seal here and on the TDD represents an acce pla nce of professional engineering ms possibility for the design of the single Truss depicted an the no only. The Building Designer is reapers
ar and shall coordinate and review the TOds for compatibility with theirwrinas en engineering requirements. Plee review all TDDs and all related notes. -I
Manuel r.' '
itc006.Dt
Page 1 of 2
A-1 ROOF
TRUSSES
APLORIDACORPORATION
RE: Job 63184
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
Jo.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
7
A0650455
C06
12/23/15
75
A0650493
G03
12/23/15
;8
A0650456
C07
12123/15
76
A0650494
G04
12/23/15
;9
A0650457
C11
12/23/15
77
A0650495
G05
12/23/15
0
A0650458
C12
12/23/15
78
A0650496
HC6
12/23/15
1
A0650459
C13
12/23115
79
A0650497
1-1J2
12/23/15
2
A0650460
C14
12/23/15
80
A0650498
HJ3
12/23/15
3
A0650461
C15
12/23115
81
A0650499
HJ3G
12/23/15
4
A0650462
C16
12/23/15
82
A0650500
HJ7
12/23/15
5
A0650463
C17
12/23/15
83
A0650501
HJ7C
12/23/15
6
A0650464
C18
12/23/15
84
A0650502
J2
12/23/15
7
A0650465
C19
12/23/15
85
A0650503
J3
12/23/15
8
A0650466
C20
12/23115
86
A0650504
J3G
12/23/15
9
A0650467
C21
12/23/15
87
A0650505
J4
12/23115
;0
A0650468
C25
12/23/15
88
A0650506
AA
12/23/15
;1
A0650469
C26
12/23/15
89
A0650507
J4B
12123/15
;2
A0650470
C27
12/23/15
90
A0650508
J7
12/23/15
3
A0650471
C28
12/23/15
91
A0650509
J7A
12/23115
4
A0650472
C29
12/23/15
92
A0650510
J78
12/23115
;5
A0650473
C30
12/23/15
93
A0650511
RC
12123/15
;6
A0650474
C31
12123/15
94
A0650512
J7D
12123115
7
A0650475
C32
12/23/15
95
A0650513
MV10
12/23115
;8
A0650476
C33
12/23/15
96
A0650514
MV2
12123115
;9
A0650477
C34
12/23/15
97
A0650515
MV3
12/23115
0
A0650478
CA
12/23/15
98
A0650516
MV4
12/23/15
;1
A0650479
CAG
12/23/15
99
A0650517
MV5
12/23115
;2
A0650480
CJ3
12/23/15
100
A0650518
MV6
12/23/15
3
A0650481
CJ5
12/23/15
101
A0650519
MV8
12/23/15
A
A0650482
CJ5C
12/23/15
102
A0650520
13131
12/23/15
;5
A0650483
D01
12/23/15
103
A0650521
PB2
12/23/15
6
A0650484
D02
12/23/15
104
A0650522
PB3
12/23/15
7
A0650485
E01
12/23/15
105
A0650523
PB4
12/23/15
i8
A0650486
EG5
12/23/15
106
A0650524
P85
12/23/15
i9
A0650487
EG7
12/23/15
107
A0650525
PB6
12/23/15
10
A0650488
EG7Ai 11 _J .'
12/23/15
108
A0650526
PB7
12/23/15
'1
A0650489
EG7611%
z12/23/15
'2
A0650490"
G61
12f23115
'3
A0650491
_
601A' ' ''"
12/23/15
A
A0650492
G02 _
12/23/15
}1
Page 2 of 2
Job
'�
Tress
Truss Type
Oty
Ply
Std. Pac./6811 El C
63184
A01
Half Hip
1
1
A0650419
Job Reference (optional)
AT iTOUF IKUbbtb, VUXI VILKUL, eL 3494b, deSfgn((_a11m55.00n
6.00 12
Run: 7.640 s Oct 7 2015 Pdnt: 7.640 s Oct 7 2015 Mil
Sx8 = 3x6 =
2x4 II 4x6 = 3x6 =
Inc. Wed Dec 23 13:18:29 2015
4x6 =11
Dead Load Dell. = 9/16 it
0
0
`n 21 L1 20 3x8 W2083= --- 14 11 13 oa as 12
4x6 = 4x6 = 3x4 II 3x6 = 3x4 11 4x8 = 4x6 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
UdellL/d
TCLL 20.0
Plate Grip DOL
125
TC 1.00
Vert(LL)
OA9 18-19
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.99
Vert(TL)
-0.81 18-19
>673
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.99
Horz(TL)
0.38 12
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30'Except'
B2,B5: 2x4 SP No.3, B6,B4:2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W12: 2x4 SP M 30
W3,W11: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
1 Row at midpt 8-15
WEBS
1 Row at midpt
11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 10-15
2 Rows at 1/3 pis
10-13, 11-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 =
2037/0-3-8 (min. 0-2-7)
2 =
2153/0-8-0 (min. 0-2-9)
Max Horz
2� =
660(LC 8)
Max Uplift
12 =
-926(LC 7)
2 =
-785(LC 8)
Max Gmv
12 =
2041(LC 2)
2 =
2153(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2J=-3875/2955, 3-0=4617/3956,
4-5=-4421/3972, 5-0=3237/2827,
6-7=-2812/2563, 7-8=2812/2563,
8-9=-2454/2188, 9-10=-2454/2188,
10-11=1252/1089, 11-12=-1974/1779
BOTCHORD
2-26=3435/3369, 21-26=3435/3369,
BOTCHORD
2-26=3435/3369, 21-26=3435/3369,
19-20=0/270,5-19=-1013/1148,
19-28=4019/4048, 18-28=-402114047,
17-18=2662/2816, 17-29=2662/2816,
16-29=2662/2816, 16-30=2195/2462,
15-30= 2194/2464, 8-15=-885/976
WEBS
3-21=-92711166, 19-21=-3541/3460,
3-19=593/679,5-18=-1614/1775,
6-18=952/1038, 7-16=-443/500,
8-16�626/594, 13-15=-112611294,
10-1 5=-1 750/1915, 10-13=2025/1985,
11-13=-1875/2153
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vu1r170mph (3-second gust)
Vasd=132mph; HVH2; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 4 checked for a plus or minus 3
degree rotation about its center.
6) Plate(s) at joint(s) 6, 9, 11, 12, 2, 20,5, 17, 8, 14. 3,
21, 19, 18, 7, 16, 15, 10. 13 and 1 checked for a plus
or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL=
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 12=926, 2=785.
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 330 lb FT=0
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
11) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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MANUELMARTINU,P.L
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.ndlbfiinfinmlhd6lnlpv,rynubSrydlAeO.mplde0.eni.elMSelvgemm dvpoly0ripn,brtffmhJd0vI1�IM nC0.4WMdd.pnbeHRLI. RarAmIdN,IWvAeviFeXendAel,nSslvfuqlv�eyflvnleIvmWn+vmddiaiq,,AoObdn
#047I82
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10019(horllon Or.
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(epIn961pMISA-I IevllrmvnxvmdNmfinep PE 4pcEmiweldisdmmem,umrh,m,ispeA�lMviRr,inavp,mhweM1w411edrn¢n-Nmmlkriwv li
Orlando, B 32837
Truss
Truss Type
Qty
Ply
Std. PaD./6811 EI C
84 A02
Fj
Half Hip
2
1
*�AO65O420
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com
2x4
4.6 = 4X6 =
6.00 12
Run: 7.640 s Oct 7 2015 Print: 7.fi40 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:30
5.8 = 3x6 =
2x4 11 4x6 = 3X6 = Dead Load Dell. = 9/16 is
4x6 =11
N
3X4 II 3.6 _ 3x4 11 4x8 = 4X6 11
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
Well
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 1.00
Vert(LL)
0.49 18-19
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.99
Vert(TL)
-0.81 18-19
>673
240
BCLL
0.0 "
Rep Stress Incr
YES
WB 0.99
Horz(TL)
0.38 12
n/a
rule
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30 `Except`
T3: 2x4 SP Nc.2
BOTCHORD 2x4 SP M 30 `Except-
B2,B5:2x4 SP No.3, B6,B4: 2x4 SP No.2
WEBS 2x4 SP No.3 `Except'
W12: 2x4 SP M 30
W3,W11: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end
verficals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
1 Row at midpt 8-15
WEBS
1 Row at midpt
11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 10-15
2 Rows at 1/3 pts
10-13, 11-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 = 203710-3-8 (min. 0-2-7)
2 = 2153/0-M (min. 0-2-9)
Max Hoa
2 = 660(LC 8)
Max Uplift
12 =-926(LC 7)
2 =-785(LC 8)
Max Grav
12 = 2041(LC 2)
2 = 2153(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-3875/2955, 34=-4617/3956,
4-5=-4421/3972, 5-6=-3237/2827,
6-7=-2812/2563, 7-8=2812/2563,
8-9=-2454/2188, 9-10=-2454/2188,
10-1 1=1252/1089,11-12=1974/1779
BOTCHORD
2-26=-3435/3369, 21-26=3435/3369,
BOTCHORD
2-26=343513369, 21-26=3435/3369,
19-20=0/270, 5-19=-101311148,
19-28=-401914048, 18-28=402114047,
17-18=-2662/2816, 17-29=266212816,
16-29=2662/2816, 16-30=219512462,
15-30=2194/2464, 8-15=-885/976
WEBS
3-21=927/1166, 19-21=-3541/3460,
3-19=593/679, 5-18=161411775,
6-18=-952/1038, 7-16=-443/500,
8-16=626/594, 13-15=-1126/1294,
10-15=1750/1915, 10-13=202511985,
11-13=1875/2153
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsh BCDL=S.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;GC for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 4 checked for a plus or minus 3
degree rotation about its center.
6) Plate(s) at joint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3,
21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus
or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 12=926, 2=785.
PLATES GRIP
MT20 2441190
MT20HS 1871143
Weight: 330 lb FT=0
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
11)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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pANUELM
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#04112241182
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Job
Truss
Truss Type
Oty
Ply
Std. Pac./6811 El C
6 84
A03
Half Hip
1
1
A0650421
Job Reference (optional)
AVIGOUF IKUbbt5, FUKI FItKGt, FL349415, de ignMallmsswin
&00 ill2
Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MTek
5x6 = 3.6 =
2x4 II 46 = 3x6 MT20HS=
Inc. Wed Dec 23 13:18:31 2015
Dead Load Dell. = 9/161,
fi 7
8 1
4><6-11
4x6G
g q.
5x6 WB4
4 5
Wfi
W7
WB
Us
W4
W1
2
3
W2
0
2x4 11
1
3
1 2
9
18 16
15
6x8 —
0
a
y1
7x8=28
17 29 30
26
27
3x8 MT20HS= 3r8—
31 32
33
Y1
20
74 13
12
4x6 = 4x6 =
3x4 II
3x6 =
3x4 II 4x8 =
4x6 11
LOADING(pst)
SPACING-
2-0-0
CSL
DEFL.
in (loc)
I/deft
Ltd
PLATES
GRIP
T'tLL 20.0
Plate Grip DOL
1.25
TC 1.00
Vert(LL)
0.49 18-19
>999
360
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.99
Vert(TL)
-0.82 18-19
>668
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.99
Horz(TL)
0.38 12
n/a
n/a
BCOL 10.0
Code FBC2014/TPI2007
(Matrix- M)
-
Weight: 332lb
FT = 0
LUMBER -
TOP CHORD 2x4 SP M 30 -Except-
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30 -Except'
B2,B5: 2x4 SP No.3, B6,B4: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W 12: 2x4 SP M 30
W3,W11: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
1 Row at midpt 8-15
WEBS
1 Row at midpl
11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 13-15, 10-15
2 Rows at 113 pts
10-13. 11-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 =
2052/0-7-8 (min. 0-2-7)
2 =
216810-8-0 (min. 0-2-9)
Max Horz
2.. =
660(LC 8)
Max Uplift
12 =
-933(LC 7)
2 =
-789(LC 8)
Max Gmv
12 =
2053(LC 2)
2 =
2168(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-3907/2983, 3-4=-4664/3996,
4-5=-4468/4012, 5-6=-3278/2863,
6-7=-2859/2603, 7-8=2859/2603,
8-9=-2516/2242, 9-10=-251612242,
10-1T=-1263/1098, 11-12=1989/1790
BOTCHORD
2-26=-3459/3398, 21-26=3459/3398,
BOTCHORD
2-26=3459/3398, 21-26>345913398,
19-20=0/270, 5-19=1019/1155,
19-28=4056/4091, 18-28=-4057/4089,
17-18=2694/2853, 17-29=2694/2853,
16-29=2694/2853, 16-30=224812523,
15-30=2246/2524, 8-15=883/979
WEBS
3-21=93611174, 19-21=-3566/3489,
3-19=-605/693, 5-18=1621/1781,
6-18=955/1041, 7-16=-439/495,
8-16=-605/571, 13-15=-1131/1298,
10-1 5=1 768/1935, 10-13=2021/1984,
11-13=189112174
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) atjoint(s) 4 checked for a plus or minus 3
degree rotation about its center.
6) Plate(s) atjoint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3,
21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus
or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load noncancurrent with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 12=933, 2=789.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencument with any other live loads.
11)'Semi-dgid pitchbreaks Mth fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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MANUEE MARTINEZ, P.E
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#047107
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Orlando, FL 31831
Truss
Truss Type
ONPN
Std. PEAC./6811 EI C
r6obj
384
A04
Half Hip
1
1
> A0650422
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@atlruss.com
6.00 12
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek
SY8 = 3.6 =
2x4 II 4x6 = 3x8 MT20HS=
Inc. Wed Dec 2313:18:31
Dead Lead Deft. = 9/16 it
6 7
8 9
7
4X6
i4l4j-11
SY6 WBi
T
4 5
WS
3x64
1
W4
N
A
W1
2
3
W2
0
2x4 II
1
12
9
18 16
15
6Y6 —
I
N
.a
7x8=28
17 29 30
`
26
27
3x8 MT20HS= 3Y8—
31
32 33
21
20
14
73 12
4x6 = 4x6 =
3.4 II
3x6 =
3x4 11
4x8 = 4x6 11
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
Vdefl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 1.00
Vert(LL)
0.49 18-19
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.99
Vert(TL)
-0.82 18-19
>668
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.99
Hoa(TL)
0.38 12
We
n/a
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30'Except•
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30'Except'
B2,B5: 2x4 SP No.3, B6,B4:2x4 SP No.2
WEBS 2x4 SP No.3 *Except'
W12: 2x4 SP M 30
W3,W11: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
1 Row at midpt 8-15
WEBS
1 Row at midpt
11-12, 19-21,5-18,6-18,6-16,7-16, 8-16,13-15,10-15
2 Rows at 113 pts
10-13,11-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 =
205210-7-8 (min. 0-2-7)
2 =
2168/0-8-0 (min. 0-2-9)
Max Horz
2 =
660(LC 8)
Max Uplift
12 =
-933(LC'7)
2 =
-789(LC 8)
Max Grav
12 =
2053(LC 2)
2 =
2168(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-3907/2983, 34=466413996,
4-5=4468/4012, 5-6=-3278/2863,
6-7=-285912603, 7-8=285912603,
8-9=2516/2242, 9-10=2516/2242,
10-11=126311098, 11-12=-1989/1790
BOTCHORD
2-26=3459/3398, 21-26=-3459/3398,
BOTCHORD
2-26=3459/3398, 21-26=-345913398,
19-20=01270, 5-19=1019/1155,
19-28=405514091, 18-28=405714089.
17-18=269412853, 17-29=269412853,
16-29=269412853, 16-30=-224812523,
15-30=2246I2524, 8-15=883/979
WEBS
3-21=-936/1174, 19-21=-3566/3489,
3-19=-6051693, 5-18=162111781,
6-18=955/1041, 7-16=-439/495,
8-16=-605/571, 13-15=-1131/1298,
10-1 5=1 768/1935. 10-13=2021 /19104,
11-13=1891/2174
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) zone; cantilever left
and right exposed ;C-C for members and tomes &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 4 checked for a plus or minus 3
degree rotaton about its center.
6) Plate(s) aljoint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3,
21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus
or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except (jrlb) 12=933. 2=789.
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 332 lb FT = 0
10) This truss has been designed for a moving
concentrated load of 200.0Ib live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcummnl with any other live loads.
11) 'Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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MANUEL MARTINEZ, 1`1
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ti 947102
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Orlando, FL 32932
Truss
Truss Type
QtY
Ply
Std. Pac./6811 EI C
r63
A0650423
184 A05
Half Hip
1
1
Job Reference o Uonal
AVABOF TRUSSES, FOR f PIERCE, FL 34946, design(galtruss.ram Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:322015 Page
ID:cS2yUAsdn V4V5zIDIWWpPzmH46-OJ3JYDAJWzDa7xweRfVeETOmWhOmoLhv 8COQy64s
71-12 4-31318 1-27-0-0 I 2-1t414f 361991-042 I 387-110-15-W 71-12 713-0 46-0-0
3 7-1-1
5x8 =
6.00 12
6
4x6 G
5x10 MT20HSG
3x6 O 4 W4
3 W2
46 =
2x4 II 3x8 MT20H5=
2x411 1 PrJ 19
29 6 17 29 16
3x=
26 21 27 40 3x8 MT20H5=
qx6 = 4,6 = 30 II 3x8 =
7x8 =
30
14 31
3x4 11
Dead Load Dell. = 12 it
4x6 =10 4xI =11
Vwi
1
0
N
13 32 33 12
4x8 = 4x6 II
LOADING(psf)
SPACING
21M
CSI.
DEFL.
in (loc)
I/deb
Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL
1.25
TC 0.98
Vert(LL)
0.48 18-19
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.83
Vert(TL)
-0.7818-19
>709
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr
YES
WB 1.00
Horz(TL)
0.38 12
n/a
nla
BCDL 10.0
Code FBC2014rfP12007
(Matrix-M)
Weight:3181b
F17=0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOTCHORD 2x4 SP M 30 'Except'
B2,B5: 2x4 SP No.3, B6: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except'
W11: 2x4 SP M 30, W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 3-7-3 oc bracing. Except:
1 Row at midpt 8-15
WEBS
1 Row at midpt
11-12, 19-21, 5-18. 8-16, 13-15, 10-15. 10-13
2 Rows at 113 pts 11-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 -
2052/0-3-8 (min. 0-2-7)
2 =
2168/0-M (min. 0-2-9)
Max Horz
2 =
598(LC 8)
Max Uplift
12 =
-938(LC 7)
2.. _
-775(LC 8)
Max Gmv
12 =
2052(LC 1)
2 =
2168(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-3912/3019, 3-4=4653/3974,
4-5=-454213996, 5-6=3578/3171,
6-7=-331012950, 7-8=331012950,
8-9=-2884/2518, 9-1 0=-2884/251 8,
10-11=-136911168, 11-12=-199211762
BOTCHORD
2-26=3395/3403, 21-26=J395/3403,
19-20=0/271, 5-19=-1067/1180,
19-28=-3920/4065, 18-28=3922/4063,
BOTCHORD
2-26=339513403, 21-26=3395/3403,
19-20=0/271, 5-19=-1067/1180.
19-28=3920/4065, 18-28=3922/4063,
18-29=2928/3154, 17-29=2928/3154,
16-17=2928/3154, 16-30=2526/2894,
15-30=2525/2896, 8-15=-893/977
WEBS
3-21=936/1156, 19-21=-3506/3486,
3-19=548/683, 5-18=-1458/1586,
6-18=1012/1081, 6-16=-295/422,
7-16=523/606, 8-16=610/596,
13-15=119811401, 10-15=190912142,
10-13=205111974, 11-13=191412242
NOTES-
1)Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VUIt=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 4, 6, 9, 11, 12, 2, 20. 5, 8, 14. 3,
21, 19, 18, 7, 16, 15, 10. 13 and 1 checked for a plus
or minus 0 degree rotation about its center.
6) Plate(s) at joint(s) 17 checked for a plus or minus 5
degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrenl with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ih uplift at
joint(s) except Qt=lb) 12=938, 2=775.
10) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
11)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Oty
Ply
Std. Pac./6811 Ell C
63184
A06
Half Hip
1
1
.., A0650424
Job Reference (optional)
ZRCZ, FL 34946, Liaiyri@aliruss.com
mun: r.onu s Oct r 20 m rnne f.oyu s Oct r zu o Mue[ mausines, Inc. wed Dee 23 13:18:33 zu 5 Page
ID:rS2yUAsdmV4V5zIDIWWpPzmH46sVdh[ZAxHFMRd5Ug7MOtmhYxDSiwXo4276
71-4 743-0
162
21-11-0 3870.315
xty64a
14-0
/112
14S3 15912I
710--0
3x4 11
6.00 12
5x6
Dead Load Deb = 5/8 it
34 = 3x6 = 3x8 MT20HS=
4x64 6
7 a 9 10 bx6-71 4x5=12
TA
Sx10 MT20HS
5
W6 W6 W9
Us, 4
Wi
3 W2
8
2
RA
0
2x4 112
d[ 1
0 16 7x8 _
19
o
29
30 1831 17 32 33 34
27 22 28
21 3x8 = 3x8 MT20HS= 15 35
74 36 13
4x6 = 4x6 =
3x4 11
3x6 3x4 11
4x8 = 4x6 II
7x8 =
7-1-12
I 4-11
111-414 380.5
46-0-0
' 7 -1-12 7-
1-121-0
I 71-99-1142 I
7-9-74-3
1 7-1-1
Plate Offsets (X,Y)-
[4:0-5-0 Edgel [6:0-3-00-2-0][12:0-3-0,0-1-121
[13:Edge 0-3-81 [14:0-4-0D-1-12]rl6:0-2-8 0-3-41 [20:0-5-12 0-5d1 [21:0-2-0 0-0-01 [220-2-8 0-2-01
LOADING(psf)
SPACING- 2-M
CSI.
DEFL. in (loc) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.26
TC
0.99
Vert(L-) 0.50 17 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
I
BC
0.83
Vert(TL) -0.9216-17 >600 240
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.99
Horz(TL) 0.41 13 nla n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 312111 FT=0
LUMBER -
TOP CHORD 2x4 SP M 30
BOTCHORD 2x4 SP M 30 -Except'
B2,B5: 2x4 SP No.3, B6: 2x4 SP No.2
WEBS 2x4 SP No.3 `Except'
W12,W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 3-7-6 oc bracing.
WEBS
1 Row at midpt
12-13, 20-22, 7-19, 8-16, 14-16, 11-16, 11-14
2 Rows at 1/3 pis 12-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13 =
2052/0.3-8 (min. 0-2-7)
2 =
216810-8-0 (min. 0-2-9)
Max Horz
2 =
536(LC 8)
Max Uplift
13 =
-943(LC 7)
2 =
-758(LC 8)
Max Gmv
13 =
2052(LC 1)
2 =
2168(LC 1)
FORCES. (to)
Max. CompJMax. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3910/3040, 3-4=-464013948,
4-5=4528/3969, 5-6=-3934/3525,
6-7=3505/3191, 7-8=-3818/3313,
8-9=-3271/2795, 9-10=-3271/2795,
10-1 1=3260/2790,11-12=-1538/1292,
12-13=1991/1738
BOTCHORD
2-27=-3315/3401, 22.27=331513401,
20-21=0/271, 5-20=-117211246,
20-29=-379614047, 19-29=-3798/4044,
BOTCHORD
2-27=-3315/3401, 22-27=J315/3401,
20-21=01271. 5-20=117211246,
20-29=3796/4047, 19-29=379814044,
19-30=3390/3827, 18-30=3390/3827,
18-31=3390/3827, 17-31=3390/3827,
17-32=3260/3743, 32-33=3260/3743,
33-34=3260/3743, 16-34=3260/3743,
10-16=-040/511
WEBS
3-22=930/1129, 20-22=3411/3461,
3-20=504R17, 5-19=143311579,
6-19=1349/1525, 7-19=-62a/391,
8-17=146/271, 8-16=701/690,
14-16=131011563, 11-16=1999/2298,
11-14=206411954, 12-14=1974/2348
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) atjoint(s)4, 9, 12, 13, 2, 21, 5, 18, 10, 15,
3, 22, 20, 19, 7, 17. 8, 16. 11, 14 and 1 checked for a
plus or minus 0 degree mtafion about its center.
6) Plate(s) at joint(s) 6 checked for a plus or minus 3
degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load noncancurrent with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-041 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 13=943, 2=758.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconrarrem with any other live loads.
11)'Semi-dgid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
ry
Il.,:r.nrotimm.ywnb.o.uramrmsnl�m.amumnr mmnwnf�aLnlmmR7lroonmamrrrm. r.crdrw.w.nmwrd.eM,.a,u.r,oamRe.nrlaRiwaLoawn.,rrFubm,umea...r. uw,mm,:.amd.arta w
wRd�nmpbnaarmdl.nrooh%,abe.rm,oaiynlyb.p..sRaquomrmlisrr,e«wmora.mnr.e..pv.tlmwrim®+nr+m4rerr.aNr�.e.m,�naa,orhum,ay:nemm.mo.n.d,r
MBNNFIMABiINE7, P.E
mr. meer,i...rrcrnr�rrdnen,
.hlsyrnrbiu,lm,b®rraL,rho•r•rr•end+rand..,bo..rn«mri„e.amm�rraa:ro.yee,.raremmamracmiacrl.ta+eeatywereami. nryhn,lax�.moms.rbuenan.unr,coma:ree.abr.nmrn.�+.mau®sr%rb.ee
!
#041182
rope,3AyeldeWbyperrymrdlmnonn.u.m,urenbnr140ddpmmrndpoEerm,rl ilekiWq(wpnerlSdeRWvmugrn(NvdnANpy Rid9(Im. rtlnmrllnpvndp,idemr. Rl�i dFme,O.rtywr3dan.d4&,AAwlnr,hJrner.rnnYNplopnneM
1NN1f fhOrltOn (Ir.
Irm Ym4mnma, WeueamrmFw6rmtl%e wemvgd.phnmy%elrmlmrMtlnL lbrimarnrefqs.ri,vp(Armliybgrersim.Srrhulyiabvrlmlby. NfvpdMrtm,.,n4fe1bIM11.
rerriyer®xotswlldr.mr.xnedumnycrl. r<pecmiwdnhemm.nhmrlmm,hp.sanraT.nmeprd„hem.4r rdry:rn.a®eyxmmrr.rt
Orlando, FL 32832
Job
Truss
TmssType
Oty
Ply
C
63184
AO7
Roof Special
11al)
=Pac./681I
Al, tOF TRUSSES, FORT PIERCE, FL 34945, deslgn@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23
2x4
0
6.00 12 Sxfi = Dead Load Defl. = 3116 it
5x8 = 3x4 II 4x6 =
••• "" ", —21 "` 20 "" 19 „' __ _. 15 14 13
4xfi =
3x8 = 4x6 = 5x8 — 3x4 II 4x8 =
6.8 =
843-12
84121d-0 19e-01 25--21-01-313 13 31510I -1-6 0-0
-12 2-9-0 4 7 2- --0 7-0-10
Plate Offsets (X,Y)—
17:0-5-4,0-2-81,f15:0-2-0,0-0-81.116:0-2-12,0-2-81.
117:0-5-8,0-2-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
I/deb
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC
0.95
Vert(LL)
-0.21 21-23
>999
360
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.82
Vert(TL)
-0.38 21-23
>796
240
BCLL 0.0
Rep Stress Incr YES
WB
0.86
Horz(TL)
0.03 19
nla
We
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 316 lb
FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 `Except*
B1 S3: 2x4 SP M 30, 134: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 5-9-13 one bracing.
WEBS
1 Row at midpt
5-21, 8-19, 8-16, 11-16, 7-17
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13 =
709/0-3-8 (min. 0-1-8)
2 =
1029/0-8-0 (min. 0-1-8)
19 =
2506/0-3-8 (min. 0-2-15)
Max Hom
2 =
504(LC 8)
Max Uplift
13 =
-357(LC 7)
2 =
-403(LC 8)
19 =
-1008(LC 9)
MSx Grav
13 =
766(LC 14)
2 =
1029(LC 1)
19 =
2506(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown:
TOPCHORD
2-3=-1481/1058, 3-4=1215/905,
4-5=-1078/911, 5-6=-479/391,
6-7=401/449, 7-8=-642(716,
8-9=-354/166, 9-10=-348/164,
10-11=-3481164, 11-12=494/318,
12-13=707/558
BOTCHORD
2-28=-1478/1250, 23-28=1478/1250,
23-29=-1037/900, 29-30=1037/900,
BOTCHORD
2-28=1478/1250, 23-28=-1478/1250,
23-29=-1037/900, 29-30=-10371900,
30-31=1037/900, 22-31=-1037/900,
21-22=-1037/900,17-35=-717/643,
35-36=-717/643, 36-37=717/643,
37-38=717/643, 16-38=-718/643,
9-16=485/563
WEBS
3-23=304/489, 5-23=264/486,
5-21=741/896, 7-21=602/629,
17-19=-2434/2195, 8-17=134211254,
8-16=104411286, 14-16=265/466,
11-16=298/273, 11-14=391/433,
12-14=-444/694, 7-17=-1305/1226
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ff; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates are 3x5 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt--lb)13=357, 2=403, 19=1008.
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
10)'Semi-dgid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
x.Ar Smnmv<,yar,,.o.meuuwnussstalurtpwnunvnrrmmnoneommullnnlelumm�lowmrl:w cnnrhsipMnamMred.aT—m+uo+, Drip oa.:�y(molMm.u.nmmwr,u.lArr.r.anunrmmn,r.umauuma.mloo,wry
MAN It MA911NEi, P.E.
mrdwmm�mar,idm Ml.mr IDomerw5d n.unwyrleP.,rA.,ymdllpertM1+rm..wrtorm.r.I+...r.P•reamrnA+�oderr=rrArrw1. areeanam.,:peu.,erpwer.wleo.p.Merml. nearrq..,n�,Amra.or.mn,r,
Won Aiarlm,Iwmyraa gi,m.vy.Wdryabo.n,bo..erYumnud.geau hmu6y0ryen,:merwead M1ilCPe OCM1WdWLgrebvdnll.IbgpMdlb NDedq FYevdtlrlinr.ivh,fy lodmy Ymp,aavAe'vre,d Memm Jibq,
t{N47182
!Wdmh
vgmuA:ryAmeWgYeyeerd4enamr.Nwer,n.nI,WoAoed0vpo2rnvdptlebvdmelnlfiorfmyamSeleryltlmmfiwN64pdiJNErltlwdYnawehievNlorSeeerdplvae. M1 kfin,Wrewdd4reJdem,elmel,m,h,'geer,im,0aignlvjvrnM
)0019 (Aar fan Cil.
ImrlWeMv,W,+Ne.iyle6elhrfammryM.pwmwmogNdp6rm,AN MmnlMymgwvs NlM1 rdbw Nq vSrnS'.Sane..IarnSN�.r d[opdM k,wnwkbim5nl.
renripY0M1541 rmllrmurmwudxvfinee,Pi IepNanoedM1Nww.w,Lwrlo,I,pnmlmNx2.rmeeprmi,awm.v41 reolfrmnr Wwdmemwill
0dmndo, FL 32832
Job Truss
Truss Type
Cry
Pry
Std. Pac./6811 EI C
63184 A08
Roof Special
1
1
,- A0650426
Job Reference (optional)
N3 r1UU1 i nwnro, r�rt, r¢rtUq r�,r,aro, oesiynLa �wss.rom nun: 1.04d S Uur / Ldla runt, /.Mu S UQ / Auto mi IeK mausmes, Inc. Wed Uec 2313:1a:34
6.00 12 5x6 = Dead Load Dell.--- 1/8 ii
6
5x8 =
2x4 11
3x8 = 3z4 11
7 8
9
11 12
5
4
2x4 O
W1
W9
3
W3
gT
K
1?W1
5
0
0 16
2x4 11
ah
1 2
0
1 to
0
31 26 32 33 34
2524 35
36 21 38 394019
18 41 42
17 43 4415 13
3x8 =
23 22
4x6 = 6x8 =
318 =
14
2x4 I 3x4 11
4x6 =
3z4 II
416 =
1e-114
18
4-W3"l 13
2-1
'a
d2
db5$122
4aa de
r
5:2
I
2S2-0I
b
Plate Offsets (X,Y)—
17:0-5-4,0-2-81 120:0-5-8,0-2-e1
LOADING(psf)
SPACING- 2-M
CS1.
DEFL. in (lox)
WellUd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.92
VedILL) -0.2317-19
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.86
Vert(TL) -0.3824-26
>781
240
BCLL 0.0 '
Rep Stress Ina YES
WB
0.96
Honz(TL) 0.05 13
n/a
n/a
BCDL 10.0
Code FBC20141TPI2007
(Matrix-M)
Weight: 292 lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP N0.2 `Except`
B1,B4: 2x4 SP M 30, B5: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 3-9-12 oc bracing.
WEBS
1 Row at midpt
5-24, 6-24, 8-22, 8-19, 11-19, 11-15
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13 =
742/0-3-8 (min. 0-1-8)
2 =
1057/04-0 (min. 0-1-8)
22 =
2445/0-3-8 (min. 0-2-14)
Max Hom
2 =
465(LC 8)
Max Uplift
13 =
-373(LC 7)
2 =
425(LC 8)
22 =
-969(LC 9)
Max Grav
13 =
791(LC 14)
2 =
1057(LC 1)
22 =
2445(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=154211175, 34=127611008,
4-5=-113911027, 5-6=543/509,
6-7=.502/528, 7-8=-675/741,
8-9=441/215, 9-10=441/215.
10-11=441/215, 13-15=-761/573
BOTCHORD
2-31 =1 48411305, 26-31 =1 48411305,
26-32=-1 D42/954, 32-33=1 D42/954,
33-34=1042/954, 25-34=1042/954,
BOTCHORD
2-31=148411305, 26-31=-1484/1305,
26-32=1042/954, 32-33=1042/954,
33-34=1042/954, 25-34=-1042/954,
24-25=1042/954, 20-38=743/678,
38-39=743/678, 3940=-743/677,
19-40=743/677, 18-19=459/672,
18-41=4591672, 4142=4691672,
1742=459/672,1743=459/672,
1643=4591672, 16-44=4831665,
15-44=4831665
WEBS
3-26=305/490, 5-26=265/485,
5-24=739/889, 7-24=681l770,
7-23=-21/256, 20-22=239012118,
8-20=1244/1117, 8-19=-1125/1388,
9-19=535/622, 11-19=-375/339,
11-17=01355,11-15=-861/585,
7-20=1294/1204
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3)Provide adequate drainage to prevent water
ponding.
4) All plates are 3x6 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1001b uplift at
joint(s) except at --lb) 13=373, 2=425, 22=969.
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconwrrent with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Kny.rxmb,,,yrym,;,.o.-u rawamIsnnunamxnrmrmYomonxmourrronguaonEarmrmm muren9.p,anm.rnmmn.moon,o,r➢.u.+xrlcmmem.r�rmacrr.w.,,.,,>.,ne,�n..m mn+em�,mmnr.m,mo,ar
gN,NONE MARTINET, P.E.er4+
rl,a+,ImE I,eW Mm.IDOKk,e6d.%r4m4ny,ari,n(a,yeiAruryevtm.Wnvermp,memmuvmNe4bndnuvml,gi,m,rnpwdtrybm, LagoYm,+:YxLn+@pwwbmpwry.dninl. n,irvpnmiepun4�r�d¢m+,
I1Cm•OCMb,�bYmqu4dlM1l.11+gpmldMNO W,%beY,udM4m.'mddglWry.amp,inbkvdYetl; b,16M
g0mis2
!W&'YdmdN+ln+burld6rnM.,npmbLYdtlwO.n,R,P.ailwEm�ndMbvMYffiyA,ryv,.�W+mMJ6e
rt%n,iBYAIbWiM1yqulovd[mwc ank+u,N4m,NOWmeKVNaad14[amalM lviEvr4mrvenLtglJmm6wpflppYJ,1%mdxflm.,eh,ewellupndgaLwe RFl lefix+menym3bnWita+dm,rmnOngr,rmu0,u9.raGnnW
10019(Indlon Or.
lm+Yofiemv,nM+Y%,M4mrtE %.(oNOryW opnlenmy%4penin4n4 brim Ee,yolgm<vnbr@,Id6nr4igw vrm+Sryem(ey,n4v%rK.Or. u(v�iNm,mn.nlefinlilnl.
(scan'gM01015611eolrn+m+.YoenvlxoRme;Pl lepmlm4eeel�lu+lmwn,bmylw5iryeF�6lN.i0.mlenpmusiles6evl.l Wdlm,n. WeodYmwgri
adanao, EE 32832
Truss
Truss Type
Dry
PN
Std. Pac./6811 EI C
LJob
�
63184
A09
Roof Special
1
1
A0650427
Jnh Reference lnnlinnall
AL(fOOF TRUSSES, FORT PIERCE, FL 34946, design@al lruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:35 2015 Page
ID:cS2yUAsdnxV4V5ztDIW WpPzmH46otkRAECBpsc9sPeD7n2Lr6el5vMt7k6LbvNs71y64s
2&1-0
1J41 9-] 10Sd i&11-0 2&3-0 4 13I 325 d3,V 11=S1 $2 1-2-3
6.00 12
5x6 =
Dead Load Deb. =118 is
6
4x6 11
T
5x8 =
2x4 II
3.8 =
3x4 II
5
7 8
9
11
12
4
2x4 Q
0
3
W3
W
W9
W9
W1
0
11
0
A
2x4 It
A
m 2
0
0
1
Io
31
26 32 33 34
2524
35
21 §0 40
39 19
18 41
77
42 4315
3x8 =
2322
5.8 =
3x8 =
2x4 II
14 13
3x4 II
06 =
3x4 II
4.6 =
264A
&8-12
1
111-0
234L0
241PP,�1�3 323
38$15
146$a
•
9$12
&2:
1
�1b
511b-3
1
6$12
1
0.49 1 25-e
1-2a
Plate Offsets (X,Y)—
17:0-5-8,0-3-41 t20:0-5-8 0-2-81
LOADING(psf)
SPACING- 2-"
CSI.
DEFL. in (too)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.90
Vert(LL) -0.24 24-26
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.99
Vert(TL) -0.38 24-26
>785
240
SCLL 0.0 '
Rep Stress Incr YES
WB
0.83
HOrz(TL) 0.07 13
me
n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
Weight: 278 lb FT=0
LUMBER -
TOP CHORD 2x4 SP N0.2'ExcepC
T3: 2x4 SP M 30
BOTCHORD 2x4 SP No.2'Except'
Bt: 2x4 SP M 30, B5: 2x4 SP N0.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied.
WEBS
1 Row at midpt
5-24, 6-24, 7-24, 8-22, 8-19, 11-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13 =
76510-3-8 (min. 0-1-8)
2 =
107710-M (min. 0-1-8)
22 =
2399/0-3-8 (min. 0-2-13)
Max Horz
2 =
426(LC 8)
Max Uplift
13 =
-374(LC 7)
2 =
-445(LC 8)
22` _
-956(LC 9)
Max Grav
13 =
799(LC 14)
2 =
1077(LC 1)
22. =
2399(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=1585/1267, 3-4=-131711098,
4-5=-1180/1117,5-6=-590/601,
6-7=.590/584, 7-8=-667/729,
8-9=-625/335, 9-10=-625/335,
10-11=-6251335, 13-15=-763/595,
12-15=21 W252
BOTCHORD
2-31=146811344, 26-31=1468/1344,
BOTCHORD
2-31=1468/1344, 26-31=1468/1344,
26-32=1020/990, 32-33=1020/990,
33-34=1020/990, 25-34=10201990,
24-25=1020/990, 24-35=-402/365,
23-35=4021365, 23.36=-642/459,
22-36=5421459, 20J8=-7711`703,
38-39=771/703, 3940=-771/703,
1940=771/703,18-19=-595/848,
18-41=595/848, 17-01=-595/848,
1742=-5951848, 16-02=-595/848,
16-43=622/869, 15-03=-622/869
WEBS
3-26=308/495, 5-26=270/482,
5-24=733/875, 7-24= 893/1052,
7-23=1111265, 20-22=-2458/2088,
8-20=1206/1046, 8-19=-1226/1525,
9-19,7/555, 11-19=-329/313,
11-17=0/336,11-15=-952/669,
20-23=104260, 7-20=-1110/1015
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cal. It; Exp C; Encl., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are 3x6 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonco rcurrent with any other live
loads.
7)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 No uplift at
joint(s) except (jt=lb) 13=374, 2=445, 22=956.
9) This truss has been designed for a moving
concentrated load of 200.011a live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
10) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xma9 wm,ih.epary,n:.m urpuaassltmMllalumlelmrpmpFlwpulrmmlunpmm�mnrmF marenk,l..nm,men,e.mm..mhlm,p=%,m.dryEmot.eisr�.ix,n'�.grl.umm�.nmswe.+.cam+.m,,.n.am.e.mnp,ovlr MANUEL MARTINEZ, Pi
Yhl,ouroiphh+rope.Mh,memp:eem6d.1,.L..+pe�1•u1Sn N.,:rylq'mnlm>+reimgmpnpeum,n.npiurdm.p.te,umleq'mmvgn,pNJiryba4ug.pmawlhliweepneenMmp.y,wenmi. Ne,y.m,u%unllaRp,e,dnw,,
',ddarydou.liml,mM.%I.iynM,+y.,uY&rydmep.mi,Mp.ni.,Ax'udpwuMwlemgprpn,:rt„ecmdiknC�:®Cm.MAklSey Mr.:IFl ib%pnd047182 �
mrmp4%rim.1.a4.loeusm,®em..m,.le.nnmiw:slop.am,p.mr,rr,m,rm+awlmu.rrmem„1u.ryw.mmmPanrmem.ehmruu..,ro,,.ab>m.dpam..IFi a.p..,m,nrm�mamaea,na.n.npaym.lm+u.,lpugm„w 10019 Chorlfpo (ic I.
Im,YMvmn,Wn,eme.FiJeN�e%efine,0ug,nlThn2plrWpmnh,Ael N4ntp,tly Fryine6tMluidy R,g.o rlm+lrymlTmise%Yb.m 1pfvydeemmvenle6elhlFl.
4ppipNl2IDISkI1mILmul�6mudtiv,:soli lepodueiocd,kdann,hvrylmgi,peAiMW rA.mnepmitimhvmk11m11m�m Amod Wmngli Orlando, R31W1
Job Truss
Truss Type
Oty
Ply
Std. Pac./6811 El C
63184 A10
Roof Special
1
1
n AO650428
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 72015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:36 2015 Page
ID:cS2yUAsdmV4V5z071WWpPzmH46-G4lpOaDpaAkOUZDPgUZaOJATcliMk9sUgZ66XBy64s
26-1-0
7-0q !r 7 106d i6-11-0 24-10.13 2$�-p 32-0-9 36-2.11 43-6-0 4fi-0-0
Wit-) 59-7 44Y73 1 6-0-12 1 7-19-. fi-2-2 I 53-13 F2-58
0.5-0
Sx8 =
6.00 12
2x4 It
416 =
---- --23
3x8 MT20HS=
4x8 =
22 `
6x8 =
3x8 =
Dead Load Deb. = 3/16 it
4x6 =
14 "'-
3x4 II
3x4 II
3x4 =
8-8-12 t6-17-0 24-10-73 2 -1 32-0-9 38-2-11 43-0-8 46-0-0
841-12 I- 8-2-0 1 7-17-13 �-� 571-9 I 12-2 I 53-73 12-1111
Plate Offsets (X Y7—
17:0-3-2,040-81 E15:0-2-0Edoel
E20:0-2-8
0-3-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL)
-0.30 22-23
>999
360
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.98
Vert(TL)
-0.4922-23
>614
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.92
Horz(TL)
0.09 13
Na
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 275111
FT=0
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T3,T5: 2x4 SP M 30
BOTCHORD 2x4 SP No.2'Except'
B1,132: 2x4 SP M 30, B5: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except`
W13: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt
5-23, 7-22, 12-17, 8-19, 6-20
MiTek recommends that Stabilizers and required
cross bracing be installed during muss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13 =
819/0-3-8 (min. 0-1-8)
2 =
1123I0-8-0 (min. 0-1-8)
22 =
229910-3-8 (min. 0-2-11)
Max Horz
2 =
387(LC 8)
Max Uplift
13 =
-383(LC 7)
2 =
471(LC 8)
22 =
-942(LC 9)
Max Grav
13 =
828(LC 14)
2 =
1123(LC 1)
22 =
2299(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1679/1377,3-4=-1412/1208,
4-5=127611227, 5-6=7031/16,
6-7=279f701, 7-8=-8641792,
8-9=-908/567, 9-1 0=1 174/866,
10-11=-1174/856, 11-12=11741856,
13-15=787/632, 12-15=-742/647
BOTCHORD
2-30=1467/1428, 25-30=1467/1428,
BOTCHORD
2-30=146711428, 25-30=-146711428,
25-31=1018/1079, 31-32=1018/1079,
32-33=1018/1079, 24-33=1018/1079,
23-24=1018/1079,23-34=421W!i,
22-34=4211385, 20-36=-490/536,
36-37=4901536, 37-38=4901536,
19-38=490/536, 19-39=-567I908,
18-39=5671908, 17-18=-5671908
WEBS
3-25=-3081495, 5-25=275/472,
5-23=723/873, 6-23=413/628,
20-23=733/952, 20-22=-2247/2056,
7-20=772/1254, 9-19=-595/670,
9-17=332/341, 11-17=-524/613,
12-17=-888I1205, 8-19=-125611556,
8-20=316/377, 6-20=1468/1156
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) All plates are 3x6 MT20 unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree
rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
8) - This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except (jt=lb) 13=383, 2=471, 22=942.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencument with any other live loads.
11) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
w
low Movirinan,Oita in.umromartranomrloralrino lmosffrr�m. am%emyPmmnmmina.n,.m,rm,oral.m.:.Itmm.Immamu.r,rieb,,..o,ne,mmm. mb,,.m.,.Momde.wm4wr
MANNEL MARTINET, P.E.
nm,®m� Ibb,s4l.met.wloober,aR n.nmwo,aob,mrwLmb%1%«mlem+,Jn.mmo„mmmmrumba,donam;w,.w.H,nnnh+m,a,ande.,wbuml,Aelmaloo W,.a„mi. na,h.n+®mo=nm,x%,n,
M1,Im,la,%IXybPo,mp,ad&r 4140.m,Me.ni.Mwud.nYm MldtyDvuyn,b®nmhadMaC40CMIadleiSr�d.dlnl,h,aryMdra,IWdo%bY.hdm4nFbd.�rlmdi,y,m%,,:n,B,b.vdbetley JmEMM
#047181
!WLlrodouel
hyn,3derdA,Id6rbMa•m�Ommtr.NmnutWhPe104MNpoaYnWvotleGmd0,W5q [cop,nldgldmmmm(Inprd6dNhmml9amnAhsdb,ry+d9ud,me 1P41 kkttb,nPevli,ie,MMb,dRelin,Gysr,IhuhJpfnpvenvi
10019(hoilton(ir.
Im,YwpvPan,obheM.lulerW 1/.(melryaegabn6glrApYrt, b,het NLm CNpapenu.OtbliyYye,.inu5mblegbml..%YIRq. Yrvjlieehmmn4bMbIrF1.
Orl^BY®MI1kl lvvllmw.-Mev,d Ymtinrc Pt.lepebmudai,eom.ro,the.rMgi,pdi1dM.�Rr,mmpemi,um6om411mI1m,u,.M.udluti.rcGt
Orlando, F(77A37
Truss
Truss Type
ON
Ply
Std. Pac./6811 EI C
L63184 All
Half Hip
1
1
A0650429
Job Reference factional)
A/ tFOOF TRUSSES, FORT PIERCE, FL 34946, design o@almiss.rnm
6.00 12
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek
Sx8 = 3x6 =
2x4 II 4x6 = 3x6 =
Inc. Wed Dec 23
Dead Load Dell. = 9/16 h
4x64 6 7
Sx6 Mti
8 9
1 0bz6-11
T
4 S W6
W8
3xfi4 1 W4
z
W1
2
3 W2
U
2x4 II 1 3 9 75
6
II
2
yr 1 7x8=28 18 77 29 16 30
W
N
31
32 33
0
26 27 3x8 MT20HS= 3x8 -
21 20
14
13
12
4x6 = 4x6 = 3x4 II 3x6 = 3x4
11 4x8
= 4.6
II
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in (loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 1.00
Ve 1(LL)
0.49 18-19
>999
360
TCDL 15.0
Lumber DOL
1.26
BC 0.99
Vert(TL)
-0.81 18-19
>673
240
BCLL 0.0 '
Rep Stress Incr
YES
W13 0.99
Horz(TL)
0.38 12
We
n/a
BCDL 10.0
Code FBC2014rrP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30'Excepl'
B2,85: 2x4 SP No.3, B6,B4: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except'
W12: 2x4 SP M 30
W3,W11: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
1 Row at midpl 8-15
WEBS
1 Row at midpl
11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 10-15
2 Rows at 113 pis
10-13,11-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
12 =
20371D3-8 (min. 0-2-7)
2 =
2153/0-8-0 (min. 0-2-9)
Max Horz
2- =
660(LC 8)
Max Uplift
12 =
-926(LC 7)
2 =
-785(LC 8)
Max Grav
12 =
2041(LC 2)
2 =
2153(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - A11 forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-3875/2955, 3-4=4617/3956,
4-5=-4421/3972, 5-6=-3237/2827,
6-7=-2812/2563, 7-8=-2812/2563,
8-9=-2454/2188, 9-10=-2454/2188,
10-11=1252/1089, 11-12=1974/1779
BOTCHORD
2-26=3435/3369, 21-26=3435/3369,
BOTCHORD
2-26=3435/3369, 21-26=3435/3369,
19-20=0/270, 5-19=-1013/1148,
19-28=-4019/4048, 18-28=-4021/4047,
17-18=2662/2816, 17-29=2662/2816,
16-29=2662/2816, 16-30=2195/2462,
15-30=-2194/2464, 8-15=885/976
WEBS
3-21=927/1166, 19-21=3541/3460,
3A9=-593/679, 5-18=-1614/1775,
6-18=952/1038, 7-16=-443/500,
8-16=-626/594, 13-15=-1126/1294,
10-15=-1750/1915, 10-13=2025/1985,
11-13=1875/2153
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VuIY-170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) mine; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 4 checked for a plus or minus 3
degree relation about its center.
6) Plate(s) atjoint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3,
21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus
or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 12=926. 2=785.
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 330 lb FT=0
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
11)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xvry14ne M„glN,en.b,'Ll rpnfllgfxSLxlarl Bll[gxnveY[nYYIIIOAMIOYIII10Yf111(Mp611p4}pkYTlwm Yntlp Aey,rx.mnmml,edulevu0n M,0eupo6em91m1u1tlaY0elYmnu4rLlek,ewe&nklm, w. Adm wAmnemMumr NO,WI
MANUEL MARTINET, P.L
4i4,00a,R,pltln,MleYuIMMlgnhkr,lA. Yulmvkun6gnn, W,IPMIIryuevLAvvdweerlopvp„ssohmvupmvYdohndnuu4eryvm:p,e,pu,:Ya/klbYdrv1e414 nph Gnvdrp eEnR,IW raj. o.H,Rn. Rvdey,n�r00056odep,udau5
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#047182
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Odsndo I.32832
Job Truss
Truss Type
ON
Std. Pac./6811 El C
63184 Al2
Half Hip
1
[lY
1
r A0650430
Job Reference (optional)
Al RUUF I KUSats, run I VMKUt, rL J 94b, daslgnga1nUs5.eem KUn: /.boU s Ucs / 2U1D rnnr. 1.b4U s Ucr ' ZLn0 Muex In 1Usines, In0. weo Uec Z414:1L:31
Sx8 =
6.00 12 2x4 II
4x6 i 6 7
Sx6 WBi
T
4 5 W6
3x6 i W4
3 W2
2x4 II 1 19
`h 1 2 7x8 = 28 78 17 29 16 30
26 21 27 20 3x8 MT20H5=
3x8 =
4x6 = 4.6 = 3x4 II 316 =
3x5 =
4x6 = 3x6 =
8 9 19174 4x5 —11
W8
W1
2
0
5 6x
14 31 13 32 33 12
3x4 II 4.8 = 4x6 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
I/deg
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 1.00
Ve t(LL)
0.49 18-19
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.99
Vert(TL)
-0.81 18-19
>673
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.99
HOa(TL)
0.38 12
n/a
n/a
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30 'Except'
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30 *Except'
B2,B5:2x4 SP No.3, B6,B4: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W12:2x4 SP M 30
W3,W11: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
1 Row at midpt 8-15
WEBS
1 Row at midpt
11-12, 19-21. 5-18, 6-18, 6-16, 7-16. 8-16, 10-15
2 Rows at 113 pis
10-13, 11-13
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 =
2037/0-M (min. 0-2-7)
2 =
215310-8-0 (min. 0-2-9)
Max Horz
2 =
660(LC 8)
Max Uplift
12 =
-926(LC 7)
2 =
-785(LC 8)
Max Gmv
12 =
2041(LC 2)
2 =
2153(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-3875/2955, 34=4617/3956,
45=-4421/3972, 5-6=3237/2827,
6-7=-2812/2563, 7-8=-2812/2563,
8-9=-2454/2188, 9-10=-245412188,
10-11 =-1 252/1089, 11-12=-1974/1779
BOTCHORD
2-26=3435/3369, 21-26=-343513369,
BOTCHORD
2-26=343513369, 21-26=343513369,
19-20=0/270, 5-19=101311148,
19-28=4019/4048, 18-28=402114047,
17-18=2662/2816, 17-29=266212816,
16-29=2662/2816, 16-30=2195/2462,
15-30=2194/2464, B-15=-885/976
WEBS
3-21=927/1166, 19-21=-3541/3460,
3-19=593/679, 5-18=1614/1775,
6-18=952/1038, 7-16=-443/500,
8-16=-626/594, 13-15=-112611294,
10-1 5=1 75011915, 10-13=2025/1985,
11-13=1875/2153
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCOL=S.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 4 checked for a plus or minus 3
degree rotation about its center.
6) Plate(s) at joint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3,
21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus
or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except at -lb) 12=926, 2=785.
Dead Load De0. = 9116 h
n
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 330 lb FT=0
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
11)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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MAN6EL
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7182 ,P.E.
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it 0171B1
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Orlando, FL 32832
Job `1
Tmss
Truss Type
City
PN
Std. Pac./6811 El C
63184
A13
Half Hip
1
1
A0650431
Job Reference (optional)
m-v , rn... nr r7L.r.n o, ursiynLra1a nruss.mm
6.00 12
Kun: /. 9u 5 uct / Lu 1J rnm: /.b9u s uct / zulb MI1ex mousy
ID:cS2yUAsdmV4V5ztDIW WpPzmH46-DSOapGE4,
!_0 24-11-14 31-9-72 38-85
-0 V 1 6-9-14 6-10-9 ~
4x6 =
5x8 =
2x4 II 3x8 MT20HS=
6 7 Tq 8 9 4x6 -
inc. Weouec2473:1e:3d2ulb
Dead Load Deli. = 12 it
4x6 =11
4x6 4
5x10 MT20H54 5
T W6 W7 Wfi
3x6 i 4 - W4 W1-
3 2
C! a0
2x4 1 9 5 6x8 -
9
y'1 1 2 28 78 17 .29 16 30 N
26 21 27 20 3x6-3x8 MT20HS= t4 31 13 32 33 12
4x6 = 4x6 = 3x4 II 3.8 - 3x4 11 4x8 = 4x6 11
7.8 =
143-0
2491-1-414
19--1142
77-1-2
-1-12 I
7--3
I 318-2-0
-71-0
6-9
6190-
1-713_ __
Plate Offsets (X,Y)-
r4:0-5-0Edge1 [6:"-0,0-2-8],
it 1:0-3-0
0-1-121 (72:Edoe 0-3-81 r13.0-4-00-1-121 rl5:0-6-4 0-4-01 f 19:05-8 0-5-41 (20:0-2-0 0-"j
121:0-2-8 0-2-01
LOADING(psf)
SPACING- 2-"
CSI.
DEFL.
in (loc)
I/dell Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
0.4718-19
>999 360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.81
Vert(T-)
-0.76 18-19
>715 240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr YES
WS 1.00
Horz(TL)
0.37 12
Cola n/a
BCDL 10.0
Code FBC2014rTPI2007
(Matrix-M)
Weight: 3161b
FT = 0
LUMBER -
TOP CHORD 2x4 SP M 30
BOTCHORD 2x4 SP M 30 -Except-
B2,B5: 2x4 SP No.3, 136: 2x4 SP No.2
WEBS 2x4 SP No.3'ExcepV
W12: 2x4 SP M 30, W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 14-12 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 3-7-7 oc bracing. Except:
1 Row at midpt 8-15
WEBS
1 Row at midpt
11-12, 19-21, 5-18, 6-16, 8-16, 13-15, 10-15, 10-13
2 Rows at 1/3 pis 11-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 =
2037/0-3-8 (min. 0-2-6)
2 =
2153/0-8-0 (min. 0-2-9)
Max Horz
2 =
598(LC 8)
Max Uplift
12 =
-931(LC 7)
2' _
-771(LC 8)
Max Grav
12 =
2037(LC 1)
2 =
2153(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-3880/2992, 3-4=-4606/3934,
4-5=-4495/3956, 55=-3536/3135,
6-7=3258/2906, 7-8=-3258/2906,
8-9=-2814/2459, 9-10=-281412459,
10-11=1337/1142, 11-12=1977/1751
BOTCHORD
2-26= 3371/3375, 21-26=3371/3375,
19-20=01270. 5-19=-1061/1172,
19-28=3884/4023, 18-28=3886/4021,
BOTCHORD
2-26=3371/3375, 21-26=3371/3375,
19-20=0/270,5-19=-1061/1172,
19-28=3884/4023, 18-28=-3886I4021,
18-29=2896/3116, 17-29=289613116,
16-17=2896/3116, 16-30=2467/2825,
15-30=-2466/2827, 8-15=902/983
WEBS
3-21=926/1148, 19-21=3482/3456,
3-19=536/670, 5-18=-145111579,
6-18=100911077, 6-16=287/404,
7-16=-525/608, 8-16=631/621,
13-15=117311373, 10-15=-1891/2122,
10-13=2047/1967, 11-13=-1892/2214
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psh,
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and fight exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 4, 6, 9, 11, 12. 2, 20, 5, 8, 14, 3,
21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus
or minus 0 degree rotation about its center.
6) Plate(s) at joint(s) 17 checked for a plus or minus 5
degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
8) m This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 12=931, 2=771.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
11)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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MAN MARZINEZ, P.E
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ron.rrp�Nrya140.w,M0..n iwLtniulgnla lbMffiMOropn,uMrmNill.nl.i411[8r4dp.d6grohMRLl. R11pp IdArNGmdW6M.uddsirwiu0.6e91ea6.1.Wr.9e,"mq,0.6nndhmyadYpr
#047102
!,.�annf.Coale,in„I..rrat
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10019(horlton Cit.
Ira Ywddrrn,v4nAiMvdefMbr.[nGVI.pnIThnLmlly Almlh,hMt614hn,bJrrlrgzni, WlMluiagAnp.nmlm.ii,hmFry'snlmnrlil5y. 111epEa:eEpmn nleimlhlRl.
(.W,M®IDISL14eIL..... eoatlmenee,GL IepeAme.dlL'ndmwam,hmylYm,i.pektiidrdn.nn.opernis,imhe. Ml l.dlmnm YowrlYml'xgrl
Orlando, R. 32832
Jab toss
Job
Truss Type
Dry
Ply
Std. Pac./6811 El C
A14
Half Hip
1
1
., A0650432
Job ---------
Al KUUr IKUb=J,rVK1 VJMK.M,rL.w V,aeSlgnLNa IINSa.Wro
KVn: /.fWVS VGl /LV mruuL La,V>VR icVmmi, CR
3x6 =
6.00 12
5x6 -
3.8 MT20HS=3x4 11
3x6 =
bx6=11
4x66 6
7
8 9
10
5x10 MT20HS
5
W9
3x6 G 4
ZW6
XW6
3
8
Vd2
1
2x4 II
0
79
16 7x8 -
1 2
29
30 1831 17
32 33 34
W
27 22
28
21 3x8 =
3x8 MT20HS--
15 35
14
34 =
3x4 II
3x6
3x4 II
4x8 =
4x6 =
7x8 =
7-1-17
1d-'i.rl
.1f 2-0
23-11-14
31-9-12
38b5
Dead Load Dell. = 9/16 iI
46 =12
36 73
3x6 II
44-"
7-1-12
7-1-3 -11
7-9-14
17-9-14
16-2-9
16-7-10
Plate Offsets (X Y) -
14:0-5-0 Edael I6:0-3-0 0-2-0I
113•Edae 0-3-8]
116:0-2-4 Edael
120:0-5-12 0-5-01 121:0-2-00-0-01
122:0-1-12
0-1-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc)
I/de8
L/d
PLATES
GRIP
TCLL 20.0
Plate Gap DOL 1.25
TC
0.97
Vert(LL)
0.4619-20
>999
360
MT20
2441190 -
TCDL 15.0
Lumber DOL 1.25
BC
0.81
Vert(TL)
-0.84 16-17
>638
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.96
Horz(TL)
0.39 13
nla
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 306 lb
FT=0
LUMBER -
TOP CHORD 2x4 SP M 30
BOTCHORD 2x4 SP M 30'Except'
B2,B5:2x4 SP No.3, B6: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except'
W13,W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
puains, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 3-8-5 oc bracing.
WEBS
1 Row at micipt
12-13, 20-22, 7-19, 8-16, 11-16, 11-14
2 Rows at 1/3 pts 12-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13 =
1992/0-3-8 (min. 0-2-6)
2 =
2108/0-M (min. 0-2-8)
Max Horz
2 =
536(LC 8)
Max Uplift
13 =
-914(LC 7)
2 =
-742(LC 8)
Max Grav
13 =
1992(LC 1)
2 =
2108(LC 1)
FORCES. (fib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-3782/2933, 3-4=-445213790,
4-5=-4340/3811, 5-6=-3760/3380,
6-7=-3348/3059, 7-8=3586/3119,
8-9=-2956/2530, 9-10=-295612530,
10-11 =294312522, 11-12=-1399/1180,
12-13=1934/1691
BOTCHORD
2-27=-3220/3288, 22-27=-3220/3288,
20-21=0/271, 5-20=114111209,
20-29=3655/3878, 19-29=.3656/3875,
BOTCHORD
2-27=322013288, 22-27=-022013288,
20-21=01271, 5-20=1141/1209,
20-29=3655/3878, 19-29=365613875,
19-30=-321213615, 18-30=321213615,
18-31=321213615, 17-31=321213615,
17-32=-304913489, 32-33=304913489,
33-34=3049/3489, 16-34=304913489,
10-16=403/467
WEBS
3-22=-89311098, 20-22=-3314/3345,
3-20=456/664,5-19=1400/1551,
6-19=-1284/1447,7-19=551/357,
7-17=-89/290, 8-17=-1961319,
8-16=7911770,14-16=-1204/1442,
11 -1 6=1 90912196, 11-14=2051/1927,
12-14=1876/2225
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind:'ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) atjoint(s) 4, 9, 12, 13, 2, 21, 5, 18, 10, 15,
3, 22, 20, 19, 7, 17, 8, 16, 11, 14 and 1 checked fora
plus or minus 0 degree rotation about its center.
6) Plate(s) at joint(s) 6 checked for a plus or minus 3
degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrenl with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 No uplift at
joint(s) except Ql=lb) 13=914, 2=742.
10) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
11)'Semi-dgid pilchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
x•
d
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MANUEL MAPEINEZ, P.E.
4iel,uma,•pldnddlbmElxfivlW mk•dd I,•Ynv[e,galeplvm(u,5prmtf•riu•,LllvvdooellDD,4vunlrvuuryvvol0epdnY®le^PuyvyN&rylm®e4uPd0vigb Mvl•IYhlev6•NOuh.•^dn RLI. M4,ip,nm+pem M[mlu,lOM
NdLryvWeuvllMlmvMglwVyi•ftvn�ryulirydru0vv,,M0.nivwAviW ope4 e, Mivffiry Ovvlv,,rob,WtldMYC6v RC�44d1uY9,dvu11n1. Avgpv.ddMlOpdery MYvudMLv4ivWdyl®E6eyJmgv,ombmevdbwuy,ltlbdv
i1 0431 A3
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Orlando, R 32832
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Job � Truss
Truss Type
Oty
PIY
Std. Pac./6811 El C
63184 A15
Half Hip
2
Job Reference(optional)
Al ROOF TRUSSES, FUR r PIERCE, FL 34946. design@al truss.cum Run: 7.640 s Oct 7 2015 PnnL 7.640 s Oct 7 2015 MiTek
6.00 P2 5x6=
6
4x6 G
5x6 i 5
4
W7
0 2x413
11 2 4 1 3x8 = 39
4x6 =�5311 33 353x6 = 37 3x4 =26 2x4 11 II
10%10— 2A 11
4x6 =
Sxe =
4x6 =
3x8 = 2x4 II 3x6 =
7 8 a 10
19 18 4017 41
2x411 3x6= 3x8=
15 42
3x4 II
Inc. Wed Dec 23 13:18:39 2015
Dead Load Deb. = 7116 ii
3x6 =17 4x6 =12
14 43 13
3x8= 3x6 11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.91
Vert(LL)
0.38 19
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.88
Vert(TL)
-0.62 19-20
>856
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.76
Horz(TL)
0.34 13
nla
n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
Weight: 605 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
B3,B4,B7,B9:2x4 SP No.3
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
puriins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-e-0 oc bracing. Except:
6-0-0 oc bracing: 21-22
REACTIONS. (lb/size)
13 = 1973/038 (min. 0-1-8)
2 = 2127/0-8-0 (min. 0-1-8)
Max Horz
2 = 473(LC 8)
Max Uplift
13 =-910(LC 7)
2 =-746(LC 7)
Max Grav
13 = 1973(LC 1)
2 = 2127(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2068/1488, 3-4=4356/3574,
4-5=-4940/4275, 5-6=-4044/3539,
6-Z=-3632/3271, 7-8=-0159/3538,
8-9=4159/3538, 9-10=-4159/3538,
10-11=-3603/3039, 11-12=-150711250,
12-13=1919/1650
BOTCHORD
2-32=1539/1349, 32-33=1539/1349,
2533=-1539/1349, 24-25=-233/261,
3-34=2886/3078, 34-35=2886/3078,
24-35=-2886/3078, 24-36=-3698/3855,
23-36=3698/3855, 5-21=106111124,
21-38=404714358. 20-38=4047/4357,
20-39=-3653/4200, 19-39=3653/4200,
1940=-3653/4200, 18-40=3653I4200,
17-18=3653/4200, 1741=3052/3622,
BOTCHORD
2-32=1539/1349, 32-33=1539/1349,
25-33=-1539/1349, 24-25=2331261,
3-34=2886/3078, 34-35=2886/3078,
24-35=-2886/3078, 24-36=3698/3855,
23-36=-3698/3855, 5-21=1061/1124,
21-38=-4047/4358, 20-38=-4047/4357,
20-39=-3653/4200, 19-39=3653/4200,
1940=-365314200, 1840=365314200,
17-18=3653/4200, 17-41=3052/3622,
16-01=-3051/3623, 10-16=888/915
WEBS
4-23=908/1000, 7-19=0/310,
8-17=-4071473,10-17=641/708,
14-16=-1285/1543, 11-16=2257/2645,
11-14=2099/1941, 12-14=1902/2292,
3-25=-6111775,6-20=-122711491,
7-20=-891/514, 5-20=1190/1256,
21-23=3830/3969, 4-21=332/562
NOTES-
1) 2-ply truss to be connected together with 12d
(0.131'x3.25') nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0
oc clinched.
Bottom chards connected as follows: 2x4 -1 row at
0-9-0 oc clinched.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc
clinched.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (8) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered
for this design.
4) Wind: ASCE 7-10; Vuit=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsh BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
5) Provide adequate drainage to prevent water
ponding.
6) Plates checked fora plus or minus 0 degree
rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL=
10.0psf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt--lb)13=910, 2=746.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
11)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
x.�p.r:ewn.e.pNwe:.ia-u taornpmrytuRmprumrsamiemprsrpnomrmnl+rrrnrslta'arl'�... vmgeey.p.�nmwahme.h,wentm,pnigePe.iy(NDlwaaeWmelMnoetrL4krzme9enMkeev. pohweMirxLmeewWNp,wM gANNEL MARTINEZ, P.E.
w1da- ysa,perpemmaenpwwesu 1,epn,owymp:mGalpedonMmLbewawwrnpwcan.m,®.wpA.anewam�.w�mw�npw�r%I.aa,ap.aa+whun,a.Flee.aerwwh.wan ml. newnwane..,,lwsn�wu+n,
,masr.apwau,lm,mentaetaros,=pw,aavadp.wen.p.wr,.u.mane.«nerasyo�pn,mr.,wvaaaeucw.®cx.uapasy,.eedmr. reyre.maa,.mod,s,p.uewan.r�,n.ache,pwwyx.ep..o,muti.eeen;,rame,roe #047182
,np..aararoetasepp.epee,®emeew.n.n„wirsanpwao.wem�.,=apm amas<reaa rrwo�M>+arm...a.OMpa'+p,aMm®anu.enme.eaar�arae.,r. mi aemn.,.,p.ar,=,eeeewnamu.npeogm.rm,oeyel.p,ee,wa 10019(hultan(ir.
xuemorom.v,esenemnaw4meek•mm.e.wwewwn.xgR�we.,�wa.en tau.nwtlgebp:mnm�Releafiy Mym wrwuspmty:mlwwl Veap m[epaaemrn..naefiNLin1.
OppigM®MI1MI rwlirmve�Mosu.l Yvpoe�,PJ. lepeamieselda,dwvmm,amylwv,i,peAiEihd.ap.nnenpe,minieohml�l Lellwam Yoeudxenlse�r.L Or1pnE4, F132837
Job Truss
Truss Type
ON
Std. PaC./6811 El C
63184 B01
Roof Special Girder
1
�1`517Y_
1
., A0650434
Job Reference (optional)
Al Kuur TRUSSES, rued rltxut, rL 34945, aeslgn(mal tmss.com Run: 7.640 s Oct 72U15 runt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:41 2015 Page
ID:cS2yUAsdnW4V5ztDIW WpP=H46d15iRIGyOiM1aK6NT2915NIMW R1 PSCDzrg8CPy64
27A-0 356a
d5]] I d1862410.12 61-0 J-z-0-0 0.� -I nM SdaAi412 7-11-124 1481
1-7-0 1-1rLe
6.00 12 5x6 =
4x6 = 3.6 3x6 = 3x4 II 3x4 II 3x4 II 3.8 5x6 =
3x8 = 5x8 = 5x8 = 7x8 = 3x4 II
54= 3x6= 600= 7x8=
Dead Load Deb =118 it
M12
8-&12
16-11-0
&2d
N-10.12
7-11-12 -2
27$-0
1 3-160
4 4-2-0
35d-0
-1
3eWA
ddd
436A dG0.0
4-0i 2-5-e
Plate Offsets (X,Y) -
[7:0-2-3,0-2-0], [12:0-2-0,0-3-0], [17:0-3-0,0-3-0], [19:0-64,0-4-4], [21:0-",0-0-8], [23:0-5-0,0-4-0], [25:0-5-8,0-4-0], [27:0-2-0,0-2-8], [29:0-3-0,0-3-0],
130:0-1-12,0-1-81
LOADING(psf)
SPACING- 2-M
CSI.
DEFL
in (Joe)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.82
Vert(LL)
-0.22 30-32
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.88
Vert(TL)
-0.3620-21
>697
240
BCLL 0.0
Rep Stress Incr NO
WB 0.83
Horz(TL)
0.09 17
n/a
n/a
BCOL 10.0
Code FBC20141TP12007
(Matrix-M)
Weight: 294 lb FT=0
LUMBER-
TOPCHORD 2x4 SP N0.2 *Except*
T3: 2x4 SP M 30
BOTCHORD 2x4 SP No.3'Except'
B1,B7: 2x4 SP M 30, 134,139: 2x4 SP No-2
B6: 2x6 SP No.2, B2: 2x4 SP M 31
WEBS 2x4 SP No.3'Except'
W17,W6:2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or3-1-14 oc
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 4-74 oc bracing.
WEBS
T-Brace:
2x4 SYP No.3 - 5-30, 6-30, 7-30, 10-26
Fasten (2X) T and I braces to narrow edge of web with
10d (0.131'x3') nails, bin o.c.,with Sin minimum end
distance.
Brace must cover 90 % of web length.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
17 =
1261/0.3-8 (min. 0-2-2)
2 =
917/0-M (min. 0-1-8)
29 =
3169/0-0-8 (min. 0-2-10)
Max Ham
2 =
348(LC 6)
Max Uplift
17 =
-754(LC 5)
2 =
476(LC 44)
29 =
-1543(LC 7)
Max Grav
17 =
1783(LC 41)
2 =
920(LC 11)
29 =
3169(LC 1)
TOPCHORD
2-3=-1239/688, 34=972/588,
4-5=835/608, 5-6=-244/384,
6-7=-2731390, 7-8=1252/2398,
8-9=-109912327,9-10=-658/1394,
10-11=-1577f721, 11-12=3180/1412,
12-37=318011412, 13-37=318011412,
13-38=307211317, 38-39=307211317,
14-39=-307211317, 1440=307211317,
4041=307211317, 1541=307211317,
1542=1495/651, 1642=-1495/651,
16-17=16557755
BOTCHORD
243=820/1035, 3243=-82011035,
3244=566/682, 4445=-566/682,
4546=5661682, 3146=-566/682,
30-31=566/682, 3047=-1918/920,
2947=1918/920, 27-28=413/21,
8-27=.373/392, 2749=-14977703,
2649=1497f703, 26-50=736/1589,
25-50=734/1593, 10-25=-626/1660,
21-22=0/379, 13-21=299/254,
21-53=1455/3282, 53-54=-1453/3270,
54-55=MM,3269, 20-55=145313257,
20-56=-682/1552, 56-57=-683/1565,
57-58=-682/1576, 19-58=-68411588,
18-19=0/277, 15-1 9=-1 1001695
WEBS
3-32=.313/295, 5-32=130/489,
5-30=735/507, 6-30=-504/290,
7-30=-864/1957, 7-29=-197011056,
27-29=2069/1009, 7-27=746/456,
9-27=1178/566, 9-26=755/1855,
10-26=3423/1600, 23-25=-873/2028,
11-25=-850/358,11-23=-9821487,
21-23=-854/2016, 11-21=854/2007,
13-20=-368/157, 14-20=455/379,
15-20=739/1803, 16-19=-9512175
FORCES. (lb) NOTES -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except 1) Unbalanced roof live loads have been considered
when shown. for this design.
TOPCHORD
2-3=-1239/688, 34=972/588,
Continued on page 2
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip OOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at -lb) 17=754, 2=476, 29=1543.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcoment with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
10) Hanger(s) or other connection device(s) shall 4e
provided sufficient to support concentrated load(s) 131
It, down and 122 lb up at 34-94, 113 lb dawn and 95
It, up at 36-34, 113 lb down and 95 lb up at 38-34,
113 lb down and 95 lb up at 40-34, and 113 lb down
and 95 lb up at 42-34, and 131 lb down and 12211h
up at 44-34 on top chord, and 581 lb down and 292
lb up at 33-10-12, 231 to down at 34-94, 237 lb dawn
and 30 lb up at 36-34, 237 lb down and 30 lb up at
38-34, 237 lb down and 30 lb up at 40-34, and 237
It, down and 30 lb up at 42-34, and 231 lb down at
44-34 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
11) Warning: Additional permanent and stability
bracing for truss system (not part of this component
design) is always required.
12) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
ea,,.1.h„vle.,,nry,.,:.m,-uvomnosmrylunmumm�AroimmonnmourrronneurunmY-�Yn't.. vnhee,g.I.a�,,,d,.a.m,®m;Im,oeyvue.:r(mgMa+wrm.crleb,..eane,ra..,e. mbn,me.i.,me.melpo,wr
mdYMbmelWbbn6!
BANIIEC MANFINEZ, P.E.
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#04FIBP
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10019 Chodrpn Cir.
Im,ealvM,n,eelnvorte,elu4kellrefp6W vpMvpplenfiyLrmryN,bAed MIm,OVJgelgsnbPolXetiYy Ougnal,wSrymleymilvevrbY'n4 a(epveL Elemewenk4dblRl.
Lppighl®i111kl lomirvun-Yommflmiwep7l lep,eeuaimm%i,Eeueeel,bnrylmm,i,IeeAmiW,nO.Mxpe,mi,timM1em61 tee1(rv„et�YmuelMminLrL
NrI00AO, F131831
Job Truss
Truss Type
pry
PIY
Std. Pac./6811 El C
63184 B01
Roof Special Girder
1
1
A0650434
Job Reference (optional)
A4 ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn@altruss.tdm Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MLTek Industries, Inc. Wed Dec 23 13:18'.41 2015 Page
ID:rS2yUAsdrwV4V5ztDIW WpPzmH46d1SRIGyOiMlaK6NT2915NtMa1R1 PScDagBCPy64
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25,
Plate Increase=1.25
Uniform Loads (plt)
Vert: 1-6=-70, 6-9=-70, 9-16=70, 28-34=-20,
2S-27=20, 22-24=-20, 19-21=20, 17-18=20
Concentrated Loads (III)
Vert:-23=-349(F) 37=-91 (F) 38=73(F) 39=73(F)
40=-73(F) 41=-73(F) 42=91(F) 52=37(F) 53=-59(F)
55=59(F) 56=-59(F) 58=59(F) 59=37(F)
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BANUEL NA911NE1, P.F.
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iF 047182
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rtymdLnlN rO.N.,dromnn.anbuneibi00dNepNmeaYpiO,LndIk 4Oblro°OnmWnlldmimemNnflpelhaul%IIInlYflw.,a,vrl4,poneipel,.e Rll eenmWieyeubt'a�MMe,tlbtin,hvgrtr,rm,ONpppv,e.l
10019 CM1otltoo Eir.
tm,ramm.ea,n.run.IederMp.(otanm,N9ei•nn,plrAP�O.pY,aM1et Mteno,vg.kg.enmlp, maip Rynetm,srywkg.mimen0�.p. urpnr:,ee�nnne,prmma.
app8e®1015411no11mmptlonudpmAneyr.t. Lp�edaieealtld,Ammetl,leecphn,,peM1tnee.i4.Nlnpw,Jo.6meb11eollrv,arMowvlYvninryF.L
Orlando, FL 32632
Job Truss
Job
Truss Type
ON
C
B02
Roof Special
2
=StdPac./6811I
A0650435
nal
Al ROOF TRUSSES, FORT YItKOt, FL 3 tPlb, deslgn(Nal Wss.com Run: 7.640 s Oct 72015 Pnnl:7.640 s Oct 7 2015 MITek
1.5x4 II
3.6 =
26
3x4 =
25
2x4 II
=
6.00 12 5x6
4x6 1
8
21 -- 20
2x4 11 4x8 =
6x8 =
Inc. Wed Dec 2313:18:42
Dead Load D.O. = 5/16 i3
jig 14 jp'\V
0
1¢7 N
1g 40 1@4344 a
18x8 — 1.Sx4 II 154
3x6 11 20 11
3x6 =
45-11 8-5-8 iB-11-0 18-9 21-8-0 2410-12 6-1 28-10-2 31-10-0 3-10
4-5-11 3-11-13 8-53 1-10 2-H-0 3-2-12 -2 2-9-2 2-11-15
Plate Offsets (X Y)—
16:0-1-0,0-1-81 113:04-00-1-31
(17:0-2-8
0-2-81
122:05-8 0-041
r24:0-2-12 Edcel
LOADING(psf)
SPACING- 2-041
CSI.
DEFL
in (too)
Vdefi
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.89
Vert(LL)
-0.25 23-24
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.64
Vert(TL)
-0.5823-24
>517
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.98
Hom(TL)
0.13 19
n/a
n/a
SCOL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 228lb
FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
B2,B4,B7: 2x4 SP No.3, B3: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-6-7 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 5-5-12 oc bracing.
WEBS
1 Row at midpt 9-17
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
107610-8-0 (min. 0-1-8)
14 =
-18/Mechanical
19 =
210810-3-8 (min. 0-2-8)
Max Horz
2 =
231(LC 7)
Max Uplift
2 =
469(LC 8)
14 =
-110(LC 13)
19 =
-705(LC 9)
Max Grav
2 =
1075(LC 1)
14 =
193(LC 44)
19 =
2108(LC 1)
FORCES. (to)
Max. Comp./Max. Ten. - All forces 250 (to) or less except
when shown.
TOP CHORD
2-3=-1658/1423, 34=2487/2068,
4-5=-2520/2264, 55=2459/2279,
6-7=-697/761, 7-8=-6471795,
8-9=514/607, 9-10=543/1075,
10-11=-551/984, 11-12=-782/1112,
12-13=518/686
BOTCHORD
2-34=113611420, 26-34=-113611420,
4-24=280/440, 24-36=-591 /1129,
23-36=-591/1129, 23-37=-21/410,
BOTCHORD
234=1136/1420, 26-34=1136/1420,
4-24=280/440, 24-36=-591/1129,
23-36=-591/1129, 23-37=-21/410,
22-37=20/415, 8-22=600/453,
20-39=457/411, 1939=457/411,
1741=563/614, 4142=-563/614,
4243=563/614, 1643=563/614,
1644=-565/614, 13-44=-563/615
WEBS
3-26=681/646, 24-26=-122911560,
3-24=-4001753, 6-24=-1319/1515,
6-23=828/953, 7-23=432/369,
8-23=190/433, 20-22=-133/370,
9-22=-269/747, 17-19=2098/1861,
11-17=285/440, 12-17=462/468,
12-16=01299, 17-20=-1191448,
9-17=-1725/1368
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10: Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; SCDL=5.Opsf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope) and G-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 34-0 tall by 2-" wide will fit between the
bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearingplatecapable of Withstanding 100 to uplift at
joint(s) except Qt=lb) 2=469, 14=110, 19=705.
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
10) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Y
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MANBEL MARiINE7, P.E. '..
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ff 047182
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10019fhorllon (ir.
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Wanda, R 32832
Job Truss
Truss Type
Oty
Ply
Std. Pac./6811 El C
63184 B02A
Common
1
1
A0650436
Jab Reference (optional)
A4 ROOF TRUSSES, FORT PIERCE, FL 34946, design@al lruss.cem
t.Sx4
3x6 =
3x4 =
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec
6.00 12
5x6 W8=
5x6 =
14
3.8 =
3x6 =
12
5x8 =
Dead Load Deft. = 51161,
3x6 =
1�
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.75
Vert(LL)
-0.36 14-16
>825
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.73
Vert(TL)
-0.6514-16
>459
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.46
Horz(TL)
0.04 12
n/a
n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
Weight: 185 lb FT=0
LUMBER -
TOP CHORD 2x4 SP N0.2'Except'
T2: 2x4 SP M 30
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-2-4 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 5-14, 7-12
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
113610-8-0 (min. 0-1-8)
12 =
1828/0-3-8 (min. 0-2-3)
11 =
174/Mechanical
Max Hom
2 =
231(LC 7)
Max Uplift
2 =
-478(LC 8)
12 =
-701(LC 9)
11 =
-73(LC 9)
Max Gmv
2' =
1136(LC 1)
12 =
1828(LC 1)
11 =
302(LC 29)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-177111455, 3-4=-159511440,
4-5=-1455/1445. 5-6=731(794,
6-7=-681/835, 7-8=207/540,
8-9=-216/427, 9-10=-472/560,
10-11=-107/257
BOTCHORD
2-24=-1138/1510, 16-24=1 138/15 10,
16-25=-709/1107, 15-25=-709/1107,
14-15=709/1107,14-26=0/292,
26-27=01292, 13-27=0/292, 13-28=0/292,
BOTCHORD
2-24=1138/1510, 16-24=113811510,
16-25=-709/1107, 15-25=709/1107,
14-15=709/1107, 14-26=0/292,
26-27=01292, 13-27=0/292, 13-28=0/292,
12-28=0/292
WEBS
3-16=279/461, 5-16=365/557,
5-14=-719/910, 6-14=278/301,
7-14=245/511, 7-12=-1386/1172,
9-12=-324/523, 10-12=-391/594
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Plate(s) at joint(s) 4, 6, S. 2, 16, 3, 5, 14, 7, 9, 12,
10, 1 and 11 checked for a plus or minus 0 degree
rotation about its center.
4) Plate(s) at joint(s) 15 checked for a plus or minus 3
degree rotation about its center.
5) Plate(s) at joint(s)13 checked for a plus or minus 5
degree rotation about its center,
6) This truss has been designed for a 10.0 fist bottom
chord live load nonconcument with any other live
loads.
7) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) 11 except at --lb) 2=478, 12=701.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chard,
nonconcurrent with any other live loads.
11) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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MANUR MARTINEZ, P.L
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#04/Iftt
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10019CWton (ir.
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[vnrhAr$ItI1A1 teeirnw,�awo.fbalie,,, t.L PepWmiovd�rd.re.nr,aeellom,npdiMrAaCnfiapmixbnhom A�l loolinrm-1lnoelNoninrr,lt
(dOndp, ft 32832
Job Truss
Truss Type
Oly
PIy
Std. Pao./6811 El C
63184 BO3
Common
3
1
A0650437
Job Reference o tional
A, Ruur T nubxa, run i rienue, r� u4y4u, desgnLmalwss.com
6.00 12
Run: 7.54U s Oct / ZUlb runt: /.ti U s Oct / 20
5x6 =
Industries, Inc. Wed Dec 23 13:18:43
Dead Load Der. =114 is
I
1.50 II
//
//
xb II
1
2
R1��
��/
,�Bl
910
11
o
ta7
o
25
16
26 15
74
27 13 12
28
11 29
3x6 =
3x4 = 5x6 WEI=
3x8 =
3x6 = 4x6 It
1.5x4 11 316
I
1
24--0
2-
&110
33R0-0N.-4
I
9A-1-0
7N
441-5
Plate Offsets (X,Y)-
17:0-3-12,0-3-01
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
I/deb
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.95
Ved(LL)
-0.36 14-16
>820
360
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.72
Veri(TL)
-0.6414-16
>457
240
_-
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.68
Horz(TL)
0.03 12
n/a
n/a
BCDL 10.0
Code FBC20141TPI2007
(Matrix-M)
Weight: 18416
FT=0%
LUMBER -
TOP CHORD 2X4 SP M 30 `Except'
Tt: 2x4 SP No.2
BOTCHORD 2X4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2X4 SP N0.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 5-14, 7-14
Mi Tek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1118/0-M (min.0-1-8)
12 =
1785/0-8-0 (min. 0-2-2)
9 =
329/0-8-0 (min. 0-1-8)
Max Horz
2 =
-208(LC 9)
Max Uplift
2 =
-481(LC 8)
12 =
-020(LC 9)
9 =
-303(LC 6)
Max Grav
2 =
1118(LC 1)
12 =
1785(LC 1)
9 =
390(LC 14)
FORCES. (lb)
Max. CompdMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-173311421, 3-0=-155711390,
4-5=-1416/1410, 5-6=-695f756,
6-7=718/734, 7-8=352/463,
8-9=-221/397
BOTCHORD
2-25=-1036/1477, 16-25=-1036/1477,
16-26=599/1068, 15-26=599/1068,
14-15=599/1068, 14-27=-381f753,
13-27=381f753, 12-13=-381053
WEBS
3-16=285/470, 5-16=379/560,
WEBS
3-16=285/470, 5-16=379/560,
5-14=-715/888, 7-14=76011071,
7-12=149111499, 8-12=-441/917,
8-11=402/285
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; porch right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3) Plate(s) at joint(s) 4, 6, 2, 16, 3, 5, 14, 7, 12. 8, 11,
1, 10, 13 and 9 checked for a plus or minus 0 degree
rotation about its center.
4) Plate(s) at joint(s) 15 checked for a plus or minus 3
degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCOL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except Ql=ib) 2=481, 12=620, 9=303.
8) This truss has been designed for a moving
concentrated load of 200.OIb live looted at all mid
panels and at all panel points along the Bottom Chord,
nonconcorrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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MANUEL MARTINET,K
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'.vn,Hssh'm
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if Rf)IBi
e pmamvdrwsqu;p.,wre.m.u.u„n.a:mmowm.n.w.,.dv�s.,dmewerr..p..coca,vw..e.Ieopwss4,dpmwuum..n,n11(I..P ® Mndttd.d.,m.,e,r.ems,e.de,.r,dan.,,u,N:cr.�,oryd•r.r.,,,w
W
10019(harhan Or.
tnuw�m®n.ti�4m.x.d.rmber..ewer„dw•:.erar°s':.de. tmu.,Want.r.m:mraud.rwyM.tm,snrt.uN...,r®r:dW. nt.pe4mew.,mee,a.r®d:lnl:
fnpryda®dm6LLl ledlmm�YwRlYmfineiPl.leyedwiwelbi� dmvrm,uerylw,i,pemlLYdY%ranevpmwnunhem 411edlmm� AmmelYmnnetli
Hondo, FL 37037
JTruss
ob r
o' us
Truss Type
Oty
Ply
Std. Pac./6811 El C
04
Hip
1
1
A0650438
Job Reference fnnfnnall
A9 ii00F TRUSSES, FORT PIERCE, FL 34946, desigr@a1muss.com
1.Sx4
3x6 =
Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MTek
6.00 12
516= Sx6=
3x4 = 3.8 MT20HS= 3x8 =
3x6 = 5x8 =
Inc. Wed Dec 2313:18:432015
Dead Load Defi. = 3116 it
1.Sx4 II
11 m
12 40
13 32
1.5x4 II 3x6
I -2-0 24-0 111{ 34-8105-088411 &69_6 9-E4--01
Plate Offsets (X,Y)—
12:0-3-0Edgel 16:0-3-00-2-01 17:030
0-2-01 (14:0-0-0 0-3-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL,
in (loc)
I/de0
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.96
Vert(LL)
0.39 14-16
>755
360
MT20
2"M90
TCDL 15.0
Lumber DOL 1.25
BC 0.59
Vert(TL)
-OA5 14-16
>649
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.73
Hou(TL)
0.04 14
n/a
nla
BCDL 10.0
Code FBC2014rTP12007
(Matrix-M)
Weight: 192 lb
FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-2-1 oc bracing.
WEBS
1 Row at midpt 7-16, 7-14
MiTek recommends that Stabilizers and required
cross bracing be installed during buss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1119/0-841 (min.0-1-8)
14 =
178510-84) (min. 0-2-2)
11 =
328/0-8-0 (min. 0-1-8)
Max Hom
2 =
-189(LC 9)
Max Uplift
2 =
-792(LC 7)
14 =
-966(LC 6)
11 =
-167(LC 9)
Max Gmv
2 ` =
1119(LC 1)
14 =
1785(LC 1)
11 =
379(LC 14)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1714/2905,3-4=-1438/2692,
4-5=-1300/2704, 5.6=-824/1671,
6-7=-656/1604,7-8=-1811465,
8-9=481/471, 9-10=500/336,
10-11=3581129
BOTCHORD
2-27=2386/1469, 18-27=2386/1469,
f7-18=-1705/1117, 16-n=170511117,
16-28=309/414, 28-29=-309/414,
29-30=-309/414, 15-30=-309/414,
BOTCHORD
2-27=2386/1469, 18-27=2386/1469,
17-18=-1705/1117, 16-17=-170511117,
16-28=3091414, 28-29=-309/414,
29-30=309/414,15-30=-309/414,
14-15=-309/414, 14-31=-88/536,
13-31=-88/536, 13-32=-88/536,
11-32=88/536
WEBS
3-18=314/527, 5-18=-891/442,
5-16�636/1274, 6-16=-4101141,
7-16=-11961626, 7-14=-1275/1914,
8-14=d12/665, 10-14=-040/372,
10-13=01265
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; porch left exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
notation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
8) Provide mechanical connection (by others) of truss
to beating plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=792, 14=966, 11=167.
9) This truss has been designed for a moving
concentrated load of 200.011, live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xmwl.rknen. Od6-dI.� hok41M.4 mommrammnon[onomnmrWnamm�enrm�n marenN.on.9,con.m,manine,m�n,n,o,as+m,metnnlbe, im.eimm=,, ftio In.t. w.orn,m,1=6Zaao,.h
mna,o„mrhnars.,.rin�xmomm,d�a.n.nNwN.r.r..n[wsendrrnm�=1tl.=dw.qmo,qn.mwn�.rm..am,w.rmmm..F.,n:r,n'.,mlerl.awa=am.,:p.rm,enma,.come.M.w,nu.ml.ro.„.�u.,,s,a�,,,ce;,,,, MANIIEL NABiINEZ, P.E.
mdaryd.vdti,l�n,MglYgntl.mp,erry,Itl.O.n,,Y.O..n im7AxudryeaeiM4b90.vpn,:o.,mevddu(Ma�tl,MdW6nod..dlnt h.rynldMNJdgkY,vdtl.nn,,'nd,&[I.d.gwye,:mYevolmwe4dJbM #047182
nv.aardrl.dfyhtlnnd4u,an u.a.„nra6rloowra.ando:mw,arc.ae.r[..nwww...a.pnuPes,mahmrvum.,m,..di., r,.,dr.a.... cola...e.n,r..a�a,wun,dn.rnnk n.r,.nww.op.n,.e 10014(hoillon0r.
uv, �k,®n,.m,.nn.warmh.re.nq.,enmm��yhmpmr., m.n,L run,wnar:nmwrrwa�wmwv, vrmnn��lwn r.vrmarr u[op�.re,n.. neee.a'nrm.
mm�aei0roua.l r.drmnmYwvdaem.,.e,rt. un.e.e..dtli,e.m,.<m,mwrh,np.e�w.e.�n.am,p.,n,a.owmr.l mdr,n,n.u...dwnm.er.e Orlando FL 32832
Job
Truss
Truss Type
Ply
Std. Pac./6811 EI C
63184
B05
Hip
FY
1
m A0650439
Job Reference o tional
Al KUUr i rtvaaca, rUMI MCr C, rl .]4e90, designLa_alrress.cOm ttun: t.bbu s UCr / mio rn c /."u s Uct / zUlu MI I ex indu5mes, Inc. vveo Uee 2313:1a:44
6.00 12
Sx8 =
1.5x4 11
5x6 =
5
fi
7
Us MT2OHS1,
1.5x4 11
3x4 G
8
3.16,1
3 4
6
9
3x4
5
10
1.5x4 11
8
2
a
8
28 19 29
18 17
30 76
31 32 15
14
33
13 34 C
1.5x4 II
Us —
3x8 =
3A =
5x8 =
1.5x4 II 3x6
3x6 =
30 =
Dead Load Defl. = 1/8 ij
LOADING(psf)
SPACING-
2-0-0
CST.
DEFL
in (loo)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.72
Vert(LL)
-0.19 14-16
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.89
Vert(TL)
-0.33 14-16
>876
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Ina
YES
WS 0.78
Horz(TL)
0.05 14
n/a
nla
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 1971b
FT = O%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 54-6 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 7-14
MiTek recommends that Stabilizers and required
cross bracing be installed dudng truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1098/0-8-0 (min. 0-1-8)
14 =
186110-M (min. 0-2-3)
11 =
272/0-8-0 (min. 0-1-8)
Max Horz
2 =
166(LC 8)
Max Uplift
2 =
-456(LC 8)
14 =
-711(LC 6)
11 =
-271(LC 6)
Max Grav
2 =
1103(LC 13)
14 =
1861(LC 1)
11 =
338(LC 33)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1653/1297,3A=-998/861,
4-5=-886/888, 5-6=6361747,
6-7=636/747, 7-8=-265/582,
8-9=504/608, 9-10=516/533,
10-11=-123/319
BOT CHORD
2-28=907/1398,19-28=-90711398,
19-29=-907/1398, 18-29=-907/1398,
17-18=-907/1398, 17-30=208/800,
16-30=-208/800, 16-31=0/355,
BOT CHORD
2-28=907/1398, 19-28=-907/1398,
19-29=90711398, 18-29=90711398,
17-18=907/1398, 17-00=-208/800,
16-30=208/800, 16-31=0/355,
31-32=0/355, 15-32=0/355, 14-15=0/355
WEBS
3-19=0/332, 3-17= 686/804,
5-17=345/469, 5-16=-368/398,
6-16=290/294, 7-16=664/839,
7-14=1363/1112, 8-14=316/513,
10-14=466/1059, 10-13=399/273
NOTES-
1) Unbalanced roof live loads have been considered
for [his design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ; porch right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed fora 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
)olnt(s) except at —lb) 2=456, 14=711, 11=271.
9) This truss has been designed for a moving
concentrated load of 200.0Ib live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
t
xm:.t.nm.u.ee9sryne:.m rnomamsssrytmlMax are vmvomoneonawrmrtr7tmontm avrrm. rmrydey.rn..�m,r,wmm.m,rrn,oey.u..:vl�aol.rue:..awwv.rtemem.oeneeroe.m mim,.mm.:.nmtwarm,eq MANUEL MARTINEZ, P.E.
nlYumMmpMM il�teo,ellm Relaame.nFa b.LmR,gea9mmG., ynieArfy'nemlanudnwr100,ep.um,umupmm YOePJe,Ymleep®u�ar,epmvA3rylame LigoYM,upM1lm,deplelwMelWnh.mEn Rn.lalryemmp uu,.Mi,lu.d eeaa�r..de,.Yro,tm,n,nrraav:m.,.,n.,suv,oyo.ee,.n.o..n.aer,eeye. nev xyoe,ym,.ee,waaa.ucaeucaewwy,a.eamt ro.m,e.eiaroemownren.mdwt,.,x:d.aye,.eiv,um,t,,:o.o,memaww.o,t.o46. #041187
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Imemrmmn,..e„ene,.x.aerwyet.e.a,pndyee:uaager.omne,eenet rrrvn,oearvmv*ee,:wrauwvaeym� mlmnnm.teNmmronti+q. me.psmdmnm.ndeswmtnt.
ry�au®ldisaiv..mm�,.xn,Ymmne.,u.rep,.e.me.elm,d,=w,ym.rl.m,�,p,.nan.d.�a,.,mnv.,a,r,n,mu mmn,,,e,.u,..elr .erz Orlando, R. 32932
Job `
Truss Type
Qty
Ply
Std. Pac./6811 El C
63184 FBO
Hip
1
1
AO650440
Job Reference (optional)
M RUUF IXUSbtb, FUKI FntKUt, FL34946, design@allruss.cum
1.50
Sx8 =
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015
1.5x4 II 5x6 =
Inc. Wed Dec 23 13:18:44 2015 Page
Dead Load Den. =1/8 ii
3x6 =
1.5x4 It 3x6 = 3.8 = 3x6 = 5x8 = 1.5x4 11 3x6 =
30 =
LOAOING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip
p DOL
1.26
TC 0.84
Vert(L5
-0.1 12-14
>999
360
MT20 244M90
TCDL 15.0
Lumber DOL
1.25
BC 0.80
Vert(TL)
-0.23 14-16
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.92
Hom(TL)
0.04 12
n/a
n/a
BCDL 10.0
Code FBC2014TFP12007
(Matrix-M)
Weight: 190 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-3-14 oc
pudins.
BOTCHORO
Rigid ceiling directly applied or6-M oc bracing.
WEBS
1 Row at midpt 4-14, 6-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1075/0-M (min.0-1.8)
12 =
1937/0-8-0 (min. 0-2-5)
9 =
22010-8-0 (min. 0-1-8)
Max Horz
2 =
-143(LC 9)
Max Uplift
2 =
434(LC 8)
12 =
-822(LC 6)
9 =
-248(LC 6)
Max Grav
2 =
1089(LC 13)
12 =
1937(LC 1)
9 =
309(LC 33)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1687/1315, 3-4=-1159/971,
4-5=-650/673, 5-6=-650/673,
6-7=-371/662, 7-8=-589f730,
8-9=-106/351
BOTCHORD
2-26=949/1440, 17-26=949/1440,
17-27=949/1440, 16-27=949/1440,
15-16=-370/963, 15-28=-370/963,
14-28=-370/963, 14-29=-195/640,
13-29=195/640, 12-13=-195/640,
12-30=-284/152, 11-30=-2184/152,
BOTCHORD
2-26=-949/1440,17-26=949/1440,
17-27=-949/1440, 16-27=-949/1440,
15-16=370/963,15-28=-370/963,
14-28=-370/963, 14-29=195/640,
13-29=195/640,12-13=-195/640,
12-30=-2841152, 11.30=-284/152,
11-31=-2841152,9-31=-284/152
WEBS
3-17=01297,3-16=545/661,
4-16=-246/454, 4-14=438/429,
5-14=-074/536, 6-14=-984/1196,
6-12=138511110, 7-12=-270/438,
8-12=-479/1059, 8-11=395/283
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed; porch right exposed;C-C for
members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads-
6) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(3) except (jt--lb) 2=434,12=822, 9=248.
8) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
r.�.�w,,.ie..,yM,,.,:.m-rnoorlms+ulvwrimnumurm+AmonronoMnnumlAmomm�xirrb.,r,fie.y.rm•m„�„m,,.a.nm.aarm,oNl.e..¢rlom®em.M®aM.,n.,,riun,.,,.M,nm.�..,,.ur,,,m.,.«mmnaamo.dr
gpNBEI NAYEINEZ, P.E
wra,mmm.rwnaaAramel.amome.,aL A,.I,n,aaararaw.m(u,4maruim.lm.¢aaglon,ana¢m,.a.,,rlme.law•lenmolmm,m:lmr.aonlmmve,draar,y¢ume,waenarm.lr..emm1. men;n.+.mee..sl.an�wm.,.
maasry=ewaiM,Im,tiverla6.p:M,.yo,uYrydMO..,,Mo..ei,.0nudrymmbrAa6.r4.:.n,'smr,mWMMUL0.0CakdWPy¢d.edRN.Mna^.IaiE,NOd.nkYn,aMLm,:GuiybM,gnm.I,,:aoWmneMv®ySolbAn
#047182
,an.aaram.uwrraw.�admea,w. a.me,rum:atoowao.m.rlae�amramnmmmm�sdmlamm,e.boor+amehm.duu.,,,n¢.dm,r.r�apa.e. nlaa�r,m,n,n.aw,wa,enam.nm,o.8m.t.,,om¢.I,d.,,.v
10019 CM1odIMn Cir.
Im, WMmmn,mknrmnmNeamdlrrr.eanereaar.mnaeparmm,m,a.a Mrim,4,tlpbys,nuPotm,affirpu9.,nlm,snbrv�unlmenANey. let,piiM¢,mnn45Mhln1.
bWaMQ 203 A Ilaollm,o.M=eaMmfime,rl. r,wrdm:e d C,Gaaman,o mr 4 ,i,w.AiMaaBlannaryminlee k.AI tool rmsnnMaauel Yvnmv,![,
Orlando, Fl. 32832
Job
Truss Type
DN
PN
Std. Pac./6811 EI C
63184 T130s7
Roof Special
1
1
• A0650441
Job Reference o tional
Al Kuur I KUbb=b, hUK I YItKGt, I-L 34a46, designoal truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industnes, Inc. Wed Dec 2313:18:45 207i9 Page
ID:cS2yUAsdmV4V5ztDIWWpPz H46-WpLDHfKTSmk3xP8itEhFD2?3wu5LGXpuToOay64r
23812
-1-4-0 6-t-5 10-2-0 14b12 i8-7-8 21-5-0 21 1 2
1-0-0 6-1-s 4A11 4-2-12 4-2-12 2- 1-1612
1.Sx4
3x6 =
3x8= 3x4=
8.00 12 4x4 II
7 Dead Load Defl. = 114 ii
3x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL,
in (loc)
I/deft
Ud
TCLL
20.0
Plate Gdp DOL
1.25
TIC0.93
Vert(LL)
-0.2714-18
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.55
Vert(TL)
-0.5414-18
>534
240
BCLL
0.0 '
Rep Stress Incr
NO
WS 0.77
Horz(rL)
0.05 10
n/a
n/a
BCDL
10.0
Code FBC2014/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP M 31
WEBS 2x4 SP No.3 *Except-
W5: 2x6 SP 240OF 2.0E
W6: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-11.4 oc
pudin, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 5-6-12 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
125710-M (min. 0-1-8)
10 =
1673/Mechanical
Max Harz
2 =
682(LC 8)
Max Uplift
2 =
-482(LC 8)
10 =
-827(LC 8)
Max Grav
2 =
1257(LC 1)
10 =
1673(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1922/1333, 34=1577/1071,
45=-1353/1042, 5-6=-1134/626,
6-7=-058/351, 8-11=675/900
BOTCHORD
2-19=-193811641,14-19=-1938/1641,
13-14=140811382, 13-20=1408/1382,
12-20=140811382, 12-21=-1029/1116,
11-21=1029/1116, 11-22=-1107/1212,
10-22=-110711212
WEBS
3-14=-366/589, 4-14=1711430,
5-12=4051584, 6-12=-535/634,
6-11=-1241/970, 8-10=-190511741
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf BCDL=6.Opsf;
h=25ff, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Ertenor(2) -1-4-0 to 23-10-4 zone;
cantilever left and right exposed ;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 On uplift at
joint(s) except St --lb) 2=482, 1 0=827.
9) This truss has been designed for a moving
concentrated load of 200.0161ive located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
10) "Semi -rigid pitrhbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
11) Graphical pudin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
12) Hanger(s) or other connection devioe(s) shall be
provided sufficient to support concentrated load(s) .
The design/selection of such connection device(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 (plf)
Vert: 1.4=-70, 4-6=70, 6-7=70, 8-9=-70, 10-16=20
4x10= 5x6=
PLATES GRIP
MT20 2441190
Weight: 156111 FT=0%
Standard
Concentrated Loads (lb)
Vert: 8=700
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Oil ondo, FL 32837
Job
Truss
TmssType
DIV
811 El C
63184
B08
Roof Special
1
1PIY
1
fSt7d.(
A0650442
o(optional)
i RUJbLb, FOKT rienee, rL.ws4b, aeslgn(maltruss.wnn Run: 7.640 s Oct / 2U15 Pnnt /b 0 s Oct 7 2015 MITek Industries, Inc. Wed Dec 23 13:18:45 2015 Page
ID:cS2yUAsdmV4V5ztDIW WPP=H46-WpLDHB(TSxsk3xP8itEhFD20twrMLFbpuToOLAy641
23a-12
1249-12S21Aa1dl d-
iNRA 8122 Auos10.12�
4x4 =
3x8 = 4.6 =
8o0 12 3xa
7 Dead Load Deb. =1/411
3x4 = 4x10 = 5x6 =
6-2-0 17-1:2 2150 23-a-120_
a-2-0 1 a-11.8 4J-8 1 2-3-112 0-J3>
Plate Offsets (X Y)—
-12:0-1-12 Edeel 18:0-6-0 Edgel 1`10:0-3-00-3-01
I11:0-2-12
0-2-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.88
Vert(LL)
-0.25 12-14
>999
360
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.73
Vert(TL)
-0.54 12-14
>525
240
BCLL 0.0 '
Rep Stress Incr NO
WB
0.89
Horz(TL)
0.07 10
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 150 lb
FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No-3 *Except'
W5: 2x6 SP 2400F 2.0E
W6:2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-11-13 oc
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or5-1-11 cc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1253/0-8-0 (min. 0-1-8)
10 =
1677/Mechanicel
Max Horz
2 =
682(LC 8)
Max Uplift
2 =
-481(LC 8)
10 =
-827(LC 8)
Max Grav
2 =
1253(LC 1)
10 =
1677(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=2007/1369, 3-4=1748/1170,
4-5=-152911124, 5-6=1583/850,
6-7=-7481347, 8-11=6281929
BOTCHORD
2-19=1984/1728, 14-19=-198411728,
13-14=-1702/1745. 13-20=1702/1745.
12-20=-1702M 745, 12-21 =1 341/1569,
11-21=-1341 /1569. 11-22=1101 /1222,
10-22=-110111222
WEBS
3-14=-262/444, 4-14=226/511,
5-14=2981292, 5-12=-232/483,
6-12=-328/442, 8-1 0=1 922/1733,
6-11=-1411/1048
WEBS
3-14=262/444, 4-14=2261511,
5-14=298/292, 5-12=-232/483,
6-12=328/442, 8-10=192211733,
6-11=1411/1048
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsh BCDL=5.0psf;
1=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) -1-4-0 to 23-10-4 zone;
cantilever left and right exposed ;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) Plate(s) at joint(s) 1, 4, 6, 7, 11, 11, 9, 2, 14, 3, 5,
12, 8 and 10 checked for a plus or minus 0 degree
rotation about its center.
5) Plate(s) at joint(s) 13 checked for a plus or minus 4
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7)'This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Gt--lb) 2=481, 1 0=827.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
11)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
12) Graphical pudin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
13) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) .
The design/selection of such connection devioe(s) is
the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Unifia n Loads (pit)
Vert: 1-4=-70, 4-6=-70, 6-7=70, 8-9=70, 10-16=-20
Concentrated Loads (Ib)
Vert: 8=700
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#047182
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10019(horoon(ir.
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Waste, it 32832
Job
Truss
Truss Type
QN
Std. Pao./6811 El C
63184
B09
Roof Special Girder
1
�Ply
1
• A0650443
Job Reference o fional
At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn@albuss.com Run: 7.640 s Oct 7 2015 Pnnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:46
ID:c52yUAsdmV4V5ztDIWWpPz H46-_?vbU?K5DF_bg5_KGblwoQhA7KDb4il
8.00 12
0
4x8 — 1.5x4 It 4x8 =
6.00 12 4
9
1.5x4 11 2
yj 1
21 22 14 23 24 25 13 12 26 27 11
3x6= 2x411 5xl0 MT20HS= 2x4 11
7x8 =
28
4x4 11
6 Dead Load Dell. = 5/161,
1004 =
2x4 II
10 29 9
4xl2= 6x6=
LOADING(psf)
SPACING-
241-0
CS].
DEFL
in (hoc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.92
Ve It
0.25 11-13
>999
360
MT20
244/190 _
TCDL 15.0
Lumber DOL
1.25
BC 0.54
Vert(TL)
-0.53 11-13
>543
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
NO
WB 0.86
Horz(TL)
0.09 9
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix-M)
Weight: 1701b
FT=0
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T3,T4: 2x4 SP No.2
BOTCHORD 2x6 SP 2400F 2.0E
WEBS 2x4 SP No.3 *Except'
W4: 2x8 SP 2400F 1.8E
W5: 2x4 SP No.2, W7:2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-8-13 oc
pudin, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 7-1-0 oc bracing.
WEBS
T-Brace: 2x6 SYP No.2 - 5-10
Fasten (2X) T and I braces to narrow edge of web with
10d (0.131'x3) nails, tin o.c.,with 3in minimum end
distance.
Brace must cover 90 % of web length.
MiTek recommends that Stabilizers and required
cross bracing be installed during Wss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
2217/0-M (min.0-1-13)
9 =
2392/Mechanicel
Max Horz
2 =
676(LC 30)
Max Uplift
2 =
-929(LC 6)
9 =
-1112(LC 6)
Max Grav
2 =
2217(LC 1)
9 =
2392(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-0301/1746, 3-18=512412108,
18-19=-5124/2108, 4-19=5124/2108,
4-5=-5124/2108, 5-6=-10331408,
7-10=-578/1639, 6-7=237/302
BOTCHORD
2-21=-2061/3744, 2-22=-2081/3770,
14-22=-208113770,14-23=-2085/3796,
BOTCHORD
2-21=2061/3744, 2-22=-2081/3770,
14-22=2081/3770, 14-23=-2088/3796,
23-24=2088/3796, 24-25=-2088/3796,
13-25=2088/3796, 13-26=180614157,
12-26=1806/4157, 12-27=1806/4157,
11-27=1806/4157, 11-28=1803/4138,
10-28=1803/4138, 10-29=-830/1744,
9-29=-83011744
WEBS
3-14=147/668, 3-13=620/1604,
4-13=-431/440, 5-13=-691/1314,
5-11=74/515, 5-1O=383511545,
7-9=2646/1263
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult-170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsh
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 lost bottom
chord live load noncencument with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 No uplift at
jolnt(s) except (jt--m) 2=929. 9=1112.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurfenl with any other live loads.
11)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
12) Graphical pudin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
13) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 99
lb down and 101 lb up at 6-2-0, and 130 lb down and
122 Ib up at 7-0-12, and 130 Ib down and 1221b up at
9-0-12 on top chord, and 276 lb down and 146 lb up at
6-2-0, 230 No down at 7-0-12, and 230 lb down at
9-0-12, and 1118 lb down and 352 lb up at 11-3-4 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
14) Warning: Additional permanent and stability
bracing for truss system (not part of this component
design) is always required.
15) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (S).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=70, 3-5=-70, 5-6=70, 7-8=-70, 2-9=20
Concentrated Loads (lb)
Vert: 3=-42(F) 14=-276(F) 18=-90(F) 19=90 fl
20=700 23=36(F) 25=36(F) 26=1118(F)
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MANUEL MA98NU, P.L
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Orlondo,R32032
Job Truss
Truss Type
Qly
PIY
Std. Pac./6811 EI C
63184 B10
Half Hip
1
1
AO65O444
Job Reference (optional)
M WOOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Prot: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:18:46 2015 Page
ID:cS2yUAsdnwV4V5zlDIWWpPzmH46-_?vbU?KSDF_bg5_KGblwoQhB7K914kNy77Xytcy64
1a24
-14-0 22-0 6fiA 1b2-0 134-0
1-0-0 12-0 a44 6-]-12
4X4 = 4x4 11
Dead Load Dee. = 118 it
6.00 12
3x4 G
4 d
101
3 29
1.Sx4 II 2
3
c 1 24 12 11 1022 27
23143x4 It 1.5x411 26 3x6=
3x4 =
3x4= 1.5x411
4x4 = 4.6 II
a2-E
3-2-0 6£d 12-2-0 1-M 1aa-0
12-0 add S]-12 1 1
OAl2
Plate Offsets (X,Y) -
13:0-1-14,0-0-12117:Edge 0-1-81. 18:0-2-8
0-2-01
110:Edge 0-1-87
t13:0-1-12 0-0$1
LOADING(psf)
SPACING- 2-M
CSL
DEFL.
in (loc)
I/de0
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.85
Vert(LL)
-0.13 11-12
>999
360
MT20
2441190
TCDL 16.0
Lumber DOL 1.25
BC
0.78
Vert(TL)
-0.28 11-12
>602
240
BCLL 0.0
Rep Stress Incr YES
WB
0.73
Horz(TL)
0.02 7
n/a
nla
BCDL 10.0
Code FBC2014/7PI2007
(Matrix-M)
Weight: 84 lb
FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Except'
B3,B5: 2x4 SP No.3
WEBS 2X4 SP No.3'Except'
W4: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-9-13 oc
pur ins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
7 =
571/0-8-0 (min. 0-1-8)
2 =
779/0-M (min. 0-1-8)
Max Horz
2 =
406(LC 7)
Max Uplift
7 =
-271(LC 7)
2 =
-333(LC 8)
Max Grav
7 =
571(LC 1)
2 =
779(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All farces 250 (lb) or less except
when shown.
TOP CHORD
34=-9371793,4-5=-258/249,
5-6=1131298
BOTCHORD
2-22=-3131183, 22-23=-3131183,
14-23=-313/183, 3-24=-762/605,
13-24=762/605, 13-25=-1075/788,
12-25=1075/788, 12-26=-10751788,
11-26=-1075/788, 11-27=-312/209,
10-27=-312/209, 8-10=-437/355
WEBS
4-12=-52/363, 4-11=-714/902, 9-11=01283,
5-9=64/285
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
6) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 7=271, 2=333.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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#047132
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10019(hodba(ir.
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Odondo, F131A31
Job
Truss
Truss Type
ON
PlyStd.
Pac./6811 El C
63184
B11
Half Hip
1
1
. A0650445
Job Reference (optional)
Al ROOF TRUSSES, FOR] PIERCE, FL 34946, desigrigaltmss.com Run: 7.640 s Oct 7 2015 Pant 7.640 s Oct 7 2015 MTek
6.00 F12
1.5x4 C
4
3
1.5x4 11 2
21 23 22 24
3x6 i 13 3x4 11
3x4= 1.Sx4 II
5x6 i
1.5x4 =
11 25
3x4 =
2x4 It
Inc. Wed Dec 2313:18:47
rh
27
= N
105x10 MT20HSII
3x4 =
143-0
3-22 10.2-0 I 134-0 0b24
12-0 7-0-0 33-2�0.",
0Al2
Dead Load Defl. = 114 0
Plate Offsets KY)-
r5:0-1-12,0-1-121. 17:0-3-0,0-2-121 r8:0-5-0.0-1-81
r10:Edge
0-1-81
r12:0-1-12 0-0-81
-
-- -
LOADING(psf)
SPACING- 2-M
CSI.
DEFL
in (loc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.69
Vert(LL)
-0.20 11-12
>829
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.91
Vert(TL)
-0.43 11-12
>389
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.79
Horz(TL)
0.11 7
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 84111
FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 `Except'
B3,B5: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W4: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-6 4 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
7 =
557/0-M (min. 0-1-8)
2 =
79210-M (min. 0-1-8)
Max Horz
2 =
335(LC 7)
Max Uplift
7 =
-273(LC 7)
2 =
-330(LC 8)
Max Grav
7 =
557(LC 1)
2 =
792(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
34=-839/864, 4-5=468/450
BOTCHORD
2-21=256/1, 21-22=256/1, 13-22=256/1,
3-23=8511133, 12-23=-851f733,
12-24=1095/731, 11-24=1095/731,
11-25=327/241, 10-25=.327/241,
8-27=527/398, 7-27=-527/398
WEBS
9-11=-182/366, 5-9=159/336,
5-7=-509/579, 4-11=-423/690
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; End., GCpi--0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical right exposed;C-C for
members and forces 8 MWFRS for reactions shown;,
Lumber DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4)All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-D tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at —lb) 7=273, 2=330.
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
10) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
no "I loa11ono5murtMIX Tom
rronmanrmlomrlumluoow�mn.n vnard.y.r�wwlrNwMmtirM,o„N.me.y(mgrm�armru,rtlar...urnm...r. mn,.mn.e.meemarw,wr NANUEI AIAATINEZ, P.E.
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Job Truss
Truss Type
Oty
Ply
Std. Pac./6811 El C
63184 B12
Half Hip
1
1
A0650446
Job Reference o tional
R 'NOOF TRUSSES, FORT PIERCE, FL 34946, design(gal lruss.com Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:47 2015
4x8 =
3x4 = -µ - 1.Sx4 II
3x4 11
Dead Load Deb. = 3/16 it
3-2-0
StFe l
we
13d-0
5-2-00-10
43-0
14-2A
0 �
812
Plate Offsets (X,Y)-
12:0-3-8 Edgel f4:0-5d 0-2-0] t6:0J-00-2-121
f7:0-5-0 0-1-81 I9:Edge 0-1-e1
I11:0-2-0 0-0-41
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 125
TC
0.93
Vert(LL)
0.19 10-11
>869
360
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
SC
0.71
Vert(TL)
-0.31 10-11
>536
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.81
Horz(TL)
0.14 6
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 771b
FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
133: 2x4 SP No.3
WEBS 2x4 SP No.2'ExcepC
W3: 2x6 SP No.2, W2: 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
539/0-8-0 (min. 0-1-8)
2 =
811/043-0 (min.0-1-8)
Max Horz
2 =
263(LC 7)
Max Uplift
6 =
-254(LC 7)
2 =
-345(LC 8)
Max Grav
6 =
539(LC 1)
2 =
811(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
3-4=-663/513, 5-6=212/255
BOTCHORD
3-22=-441/541, 11-22=-041/541,
11-23=588/498, 10-23=-588/498,
10-24=337/299, 9-24=-337/299,
7-9=-22/257, 8-25= 399/327,
7-25=399/327, 7-26=7361627,
6-26=736/627
WEBS I
8-10=O/280,4-8=0/269,4-6=-W(717
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=6.Opsf;BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical right exposed;C-C for
members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates am MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 pet bottom
chord live load nonconcument with any other live
loads.
7)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Ot=1b) 6=264, 2=345.
9) This truss has been designed for a moving
concentrated load of 200.Olb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
rm®y.nm.m..nW�ri..au raormParyWRnnwmxtLtaxOmanlonmlrl�mrlunoniosimrrl... rnMa.;y.pmwamNmm.emmmi,rm,ony.w..mrinm,aa.r�.ttw'm,srtra.,.mm,nea.,...om,w,:n<:mimnatw.wr
MANNEL NA9EINEI, P.L
I41d®ebrpW„411,Mbm,IW b4Nd. L,.u.,,Gnbr,pev[ .1rnWrfMMm1M ua.vnnotwn,nm.up,..am.na,nimaewmrnwl,nnafi'rl.m, e,unamngbun, M:ma.'�nmo.dr.Nnml. nvdeco.n+'v'oC.m,a.a.l,*WIwS
' NaapN.oafs,rm,in.rrargnlbu,im'ld�albO.n,MO.an,Nwiulryenmi4rd6v9Enpn.o0e,mniJmenCu4lBCrtvinablAq,d,eJml. MvrgmliMlWNve,Wvuabl,m,:dfgk.d6v1+'mvA,'nm6'uNbvu,l,SOban
#047182
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10019 Charlton Cir.
Lvnr®IMvn,NeveRnluleriJlrafmvaRNer.Lnrtyhmrm�.v�uaeL Ninupayf.penuWt&,bE6v10,y,n vlm,lrNm(yeu Isapml+�q. 104p6a1kmnnlefislhfiJ.
4rpi1N®1015kl lvdrntm.Yvnuatlmem.,N. Ivpvlunw vlroi,drcveem,:urlmm,k Pa�Al4erimMnear.miniee M1aa�l Poalmnn�YvvvelYniupll,
Orlando, FL 32832
Job Truss
Truss Type
Oty
CJob
B13
Half Hip Girder
1
�PIY��Pa:./.68,1P1d.EEl
A0650447
nal
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.CUm
6.00 12
1.5x411 28 2x411 29
1 a
a 26 27 14
3x4 =
3.4 = 1.Sx4 II
Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015
4x4 =
Inc. Wed Dec 23
2x4 11 Dead Load Der. =1/8 it
W4 I
3x6 = `
3 37 3 4
�_� ^
0
HSII 9
N
12 30 31 32 11 33 34 35 10
1.Sx4 II 3x4 = 46 II
14
1 3-24 I az11 ) 2
-s-0 I 13d I lazy n
3-z-0 3-0-0 a-7a 3-7-0 a1o.a
anlz
Plate Offsets (X,Y)—
13:0-5-11,0-1-21 14:0-1-8 0-1-41.r8:0-5-0,0-1-81.(10:03-0
0-1-01
rl3:0-2-0 0-1-01
LOADING(psf)
SPACING- 2-"
CS1.
DEFL
in (loc)
I/de0
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.51
Vert(LL)
0.1411-12
>999
360
MT20
2441190 g
TCDL 15.0
Lumber DOL 1.25
BC
0.87
Vert(TL)
-0.2311-12
>715
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr NO
WB
0.91
Hoa(TL)
0.11 7
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 155 lb
FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP N0.2 `Except`
B3: 2x4 SP No.3
WEBS 2x4 SP No.2 `Except`
W4: 2x6 SP No.2, W2,W3:2x4 SP N0.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS. (lb/size)
7 =
10961041-0 (min.
0-1-8)
2 =
1161/0-8-0 (min.0-1-8)
Max Hom
2 =
191(LC
5)
Max Uplift
7 =
-667(LC
5)
2 =
-633(LC
6)
Max Grav
7 =
1368(LC
30)
2 =
1161(LC
1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
3-0=-1848/1062,4-22=-1509/771,
22-23=15097771, 5-23=-1509/771
BOTCHORD
2-26=-259/365, 26-27=-259/365,
14-27=259/365, 13-14=-27/264,
3-28=-762/1254,13-28=-762/1254,
13-29=-99311593,12-29=-99311593,
12-30=1012/1631, 30-31=1012/1631,
31-32=-1012/1631, 11-32>1012/1631,
11-33=464/926, 33-34=-464/926,
34-35=4641926, 10-35=-4641926,
8-10=143/629, 9-36=704/1268,
36-37=704/1268, 37-38=704/1268,
8-38=704/1268, 8-39=116812193.
7-39=116812193
WEBS
4-12=327/675, 4-11=-454/309,
WEBS
4-12=-327/675, 4-11=-454/309,
9-11=481462, 5-9=-21381,
5-7=-2191/1155
NOTES-
1) 2-ply truss to be connected together with 12d
(0.131'x3.25') nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0
oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc
clinched.
Bottom chords connected as follows: 2x4 - 1 mw at
0-9-0 oc clinched.
Webs connected as follows: 2x4 -1 row at 0-9-0 cc
clinched.
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
(B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered
for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; end
vertical right exposed; Lumber DOL=1.25 plate grip
DOL=1.25
5) Provide adequate drainage to prevent water
pending.
6) All plates are MT20 plates unless otherwise
indicated.
7) Plates checked for a plus or minus 0 degree
rotation about its center.
8) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
9) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Ots--lb) 7=667, 2=633.
11) This tnu s has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
12) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
13) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 78
III down and 86 lb up at 6-2-0, 721b down and 89 lb
up at 7-0-12, 72lb down and 89 lb up at 9-0-12, and
72lb down and 89 lb up at 10-10-12, and 72 lb down
and 89 fib up at 12-1-12 on top chord, and 296111
down and 197 lb up at 6-2-0, 241 lb down and 41 lb
up at 7-0-12, 241 It, down and 41 lb up at 9-0-12, and
241 lb down and 41 fib up at 10-10-12, and 241 lb
down and 41 lb up at 12-1-12 on bottom chord. The
design/selection of such connection device(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 (plf)
Vert: 1-4=70, 4-6=70, 14-16=20, 10-13=-20,
7-8=-20
Concentrated Loads (lb)
Vert: 4=50(8) 12=-296(B) 22=70(13) 23=-70(B)
24=-70(B) 25=70(B) 30=-70(B) 32=-70(B)
33=-70(B) 35=70(B)
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MANUEL MARTINEZ, F.E.
vela,®a,pime„luee.,dr.melromm.ecd l,.lN,way.ty:enp..,fve,:pryh„Lamm�.n,Iw,.pn.con.,epm.cam,AaN;..invn.nr,nPNa�xplweex,y.aa,:pnNa�eenamo.ry.ednmi:ldwpn.hpcenneape.rmee,,
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At047182
ny eagdaman.roeop„®em�mw,. co1
ndea"shan"by0pnpym,uNe,a.,eNpmNw1,nnd,haEgwvwngavmtNip,oramlafItnot,h,mynmU
10019(hodlon Or.
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Orlando, FL 32037
Job Truss
Truss Type
Oty
PIY
Std. Pa-./6811 El C
63184 B14
Half Hip
2
1
A0650448
Job Reference o fional
Al RODE TKU3 bt5, runt I PILNGt, 1-1-34845, destgn(tDaitmss.com Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23 13:18:48 2015
3
Dead Load Der. = 1/8 it
3x4 G
8.00 12
3x4 i
1.Sx4 11
m m
di .J
2
z6= 5
W4
L
1
W5�
12 8
13
7
14 6
46 II 1.Sx4
II
4x10
= 5x6 =
2$0
St.fi
tOda
12
S1-fi
50.10
1-1o_0., 20 3
Plate Offsets (X,Y)—
t1:0-3-0 0-0-11 (2:0-1-12 0-1-e1 t4:0-5-0
0-3-01 f6:0-3-00-3-0I 17:0-2-12
0-2-01
IOADING(psf)
SPACING-
2-M
CSI.
DEFL
in
(loc) I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.62
Vert(LL)
0.13
7-81 >999
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.39
Vert(TL)
-0.18
7-8 >817
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.54
Horz(TL)
0.02
6 n/a
n/a
BCOL 10.0
Code FSC2014/7PI2007
(Matrix-M)
Weight: 84 lb
FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3'Except'
W3:2x6 SP 2400F 2.0E
W4: 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-9-14 oc
pudin, except end verticals.
8OT CHORD
Rigid ceiling directly applied or 7-1-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
702110echanical
6 =
1114/11viechanical
Max Horz
1 =
636(LC 8)
Max Uplift
1 =
-114(LC 8)
6 =
-065(LC 8)
Max Grav
1 =
702(LC 1)
6x =
1114(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TGPCHORO
1-2=-948/301, 2-3=537/125,
4-7=-230/371
BOTCHORD
1-12=-972R18, 8-12=9721718,
8-13=-972f718, 7-13=9721778,
7-14=910R89, 6-14=-910R89
WEBS
2-8=60/333, 2-7=435/579,
4-6=-1239/1430
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0psf; Standard
h=25$ Cat. 11; Exp C; End., GCpi=0.18; MWFRS Vert: 4=-700(F)
(envelope) and C-C Exterior(2) 0-0-0 to 12-6-4 zone;
cantilever left and right exposed ;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Ot=1b) 1=114, 6=665.
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
10)'Semi-rigid pilchbreaks with fixed heels' Member
end fixity, model was used in the analysis and design
of this truss.
11) Graphical puriin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
12) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) .
The designiselection of such connection device(s) is
the responsibility of others.
13) 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, 4-5=70, 6-9=20
Concentrated Loads (lb)
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ImrYdlmme.drrtRrrird,firtelyrlmPoan, Iry v�(h�Wavhrdr,<.f+hw[Np(lepeenhRlMid&g4rryoe �imriryeo4�rhepYdfaq lE(anYoEtlernxfvle�.�ahinl.
osn,sv®mB�troalr„e.i�rlr,.er,,rt rry„e.1�.deme.e..t.ml®r,uname(a.me�nms�,awhsmuUoolhern�lwmrlumn.n,rt Orloudo, FL37837
Job Truss
Qty
Ply
Std. Pac.16811 El C
63184 B14A
�Truss-Type
Half Hip
1
1
. A0650449
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 72015 MTek Industries, Inc. Wed Dec 2313:18:49 201 Page
ID:cS2yUAsdmV4V5ztDIWWpP=H46-Oaak61 NzWANAXYjvxjldQ3DmyYHbH80Pp5m fty64r
s1� 10-1-0 io{Al2-01z
b13 I an-m 1-10-12
Dead Load De0. = 1/8 it
16 8 17 7 18 6
4x6 II 4x10 = 516 =
12A 0
5-1E 10E-0 12b12
41A Sd-10 1-10.1R
Plate Offsets (X Y)-
11:0-3-00-0-11, 12:0-1-12 0-1-81
[6:0-3-0 0-3-0](7:0-2-12 0-2-01
[10:0-3-00-0-0]
LOADING(psf)
SPACING- 2-M
CSI.
DEFL. in
(loc)
I/dell
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL) 0.13
7-8
>999
360
MT20 2441190 c
TCDL 15.0
Lumber DOL 1.25
BC 0.39
Vert(TL) -0.18
7-8
>817
240
BCLL 0.0 '
Rep Stress Ina NO
WB 0.54
Horz(TL) 0.02
6
nla
n/a
BCDL 10.0
Code FBC20141fP12007
(Matrix-M)
Weight: 93 lb FT = O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W3: 2x6 SP 2400F 2.0E
W4: 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-9-14 oc
pudin, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 7-1-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
702/Mechanical
6 =
11141Mechanical
Max Hoa
1 =
636(LC 8)
Max Uplift
1 =
-114(LC 8)
6 =
-665(LC 8)
Max Grav
1 =
702(LC 1)
6 =
1114(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-948/301, 2-3=537/125,
4-7=-230/371
BOTCHORD
1-16=972/718, 8-16=-9721718,
8-17=9721718,7-17=-9721718,
7-18=910/789, 6-18=-9101789
WEBS
2-8=-60/333, 2-7=-435/579,
4-6=-1239/1430
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL-5.0psf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) 0-" to 12-0d zone;
cantilever left and right exposed ;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL--1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates are 1.5x4 MT20 unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except at --lb) 1=114, 6=665.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
11)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
12) Graphical puriin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
13) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) .
The design/selection of such connection device(s) is
the responsibility of others.
14) 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 Incease=1.25
, Plate Increase=1.25
Standard
Vert: 1-3=70, 4-5=-70, 6-13=20
Concentrated Loads (Ib)
Vert: 4=-700(F)
Uniform Loads (pit)
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MANNRMAYiIN17,1`1 �..
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'vW6ryMwdtiilmiMa,rlv.'imrkb:nfeauMif d2,Pm,'rp.Prioipt�lep,mwda MYryR:y,n,'s Armm�tAR,ItL®,OG�+b�4�aerud,odRLl R�aar„ddrt,Wdq&xwdX,Imib:LfzrpmGf.uneg,,bJMmdb,ovq YlMA,
#U4)Ibf
ngma2iry4M1,rKyd::neM(eme�,aaa::rtwbA:WMEvruN,mlry�kb„AX, ldry4mp�m Leritlweuw PWIMS:bllrin NVnn,AnWlaryuerydev Pit Gknd:riry nulMndbim,Mlgsi,4 >nYr^Pnrd
10019(Norlbri(if,
MiYmubman.MnW,.m,bfa,lbef>mmgmAeyab.,�rlrtlpMlmJ,LL lblm:Gy,5ghenbPoiO,fmltig6ugmnlmiSrymUgWnbandoi Sr4,v1a6krtnnatdMbirF1.
Orlando, FL 32832
' Gry:ifil®I411A 11ootl,nrn�YmmlMOR 1,Pl hpYegeoddiilmvm0,bevrfmrnR�'tl^�mhoyemnv,ehvmklldlm:nxewelW:lue;r4
Job Truss
Truss Type
ON
Ply
Std. Pac./6611 El C
63164 C01
Half Hip
1
1
A0650450
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek
4x4 m 1.5x4 11
6.00 12 8 9 10
3x4 4'�%'
7
' --- - 1.5x4 It
3x49 6
45
1.Sx4 II 3
2
c 1 w15 14
16 = 25 3 26
4x4= 4x411 6x8=
3x6= 3x411
3x4 =
12 27 28 29 11
4x8 = 516 =
Inc. Wed Dec 23 13:18:49 2015
Dead Load Deff. = 318 it
LOADING(pst)
SPACING-
2-0-0
CSI.
DEFL
in (too)
MdeB
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.91
Verl(LL)
0.31 14-15
>864
360
MT20 2441190
TCOL 15.0
Lumber DOL
1.25
BC 0.94
Vert(TL)
-0.54 14-15
>497
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.94
Horz(TL)
0.13 11
n/a
n/a
BCDL 10.0
Code FBC2014rrP12007
(Matrix-M)
Weight: 174 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except'
B3,B4: 2x4 SP No.3, B2:2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 20T4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
puriins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt
9-11, 7-14, 8-11, 8-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
11 =
1102/0-3-8 (min.0-1-8)
2 =
1141/0-" (min. 0-1-8)
Max Horz
2 =
660(LC 8)
Max Uplift
11 =
-574(LC 8)
2 =
-400(LC 8)
Max Grav
11 =
1102(LC 1)
2' =
1144(LC 13)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-618/0, 34=183511257,
4-5=-1509/958, "- 14061972,
6-7=-1517/1222,7-8=823r712,
9-11=-247/287
BOTCHORD
2-21=-628/220, 21-22=-028/220,
16-22=6281220, 3-23=-1630/1393,
23-24=1630/1393, 15-24=-1630/1393,
15-25=-1969/1621, 14-25=1969/1621,
6-14=311/525
WEBS
4-14=372/539, 12-14=720/660,
WEBS
4-14=-372/539, 12-14=-720/660,
7-14=1150/955, 7-12=-84811195,
8-11=-84811007, 8-12=-1150/1037,
3-16=01313
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25H; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for membersand forces &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 11=574, 2=400.
8) This truss has been designed for a moving
concentrated load of 200.011b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this buss.
LOAD CASE(S)
Standard
WAITO%.dr
MANUEI MAYIINEZ, P.E.
aul�®.m,y.md+rr.rim,a.looms..cdt,ru,uawrrw•.w,sF,+inl.�mtm.w..®rrtm�m.mm,..uN..rdapd,rim..,.w,.w®a�urmae,dr.rim+:d<u.,M+meeriamomr.r„ml.mamn.,..na.,,m.c.r,.
,:Aamn6
,awr.dn,d�lm,m.,orris.rna.,.i,m3trydb0.ui,h0.ni,rvOx4edpena bra6y0.:}n.u0eummJMnCi1.lACralwdldiyM.dml.Ib.rPuNdn.ID4dmr&a.udMhn,,'sLSmrl.fty,wgv,.mbusc,EA.tlgb.
#U47181
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100I9(houlloo0r.
rm,r..umn,r.runow.,ra,rdp.t.u.em.rwm.xrohur.a,e.met rau.,11d,[ ,uwre,wu.rwyM.rmnnm.t.pco I.rnaWr.nw 6Ink
tpp6ra®1OI5 41 LdrrmvnY.vd[mfi.rt,li 4p.d�rrdlM,Mmwd,bmrlmm,h R.A50d.iArtIDnpidni..p..41 L.IImao YmvdYatint E!
9rlOpdo, F132037
Job Truss
Truss Type
Dry
PN
Pac./6811 EI C
63184 CO2
Half Hip
1
1A0650451
Ed.
b Reference (optional)
A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek
4x4 � 1.Sx4 II
6.00 12
8 9 10
3x4 1n
7
t.5x40
1.5x4 II
3x49
6
45
1.5x4 11 3
1 2
to
0
14
W15
1623a
13 26
72 27
28 2911
4x4 = 4x4 11
6x8 =
4x8 =
5x6 =
3x6 =
3x4 11
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
Well
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.91
Verl(LL)
0.31 14-15
>864
360
TCDL
15.0
Lumber DOL
1.25
BC 0.94
Vert(TL)
-0.54 14-15
>497
240
BCLL
0.0 '
Rep Stress Inor
YES
WB 0.94
Hoa(TL)
0.13 11
We
nla
BCDL
10.0
Code FBC2014/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP N0.2'Excepe
B3,134: 2x4 SP No.3, E12: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt
9-11, 7-14, 8-11, 8-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
11 =
1102/0-3-8 (min. 0-1-8)
2 =
114110-8-0 (min.0-1-8)
Max Horz
2 =
660(LC 8)
Max Uplift
11 =
-574(LC 8)
2 =
-400(LC 8)
Max Grav
11 =
1102(LC 1)
2 =
1144(LC 13)
FORCES.,(Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-618/0, 34=1835/1257,
4-5=-1509/958, 5-6=1406/972,
6-7=-1517/1222, 7-8=8231712,
9-11=247/287
BOTCHORD
2-21=628/220, 21-22=-628/220,
16-22=-028/220, 3-23=-1630/1393,
23-24=-1630/1393, 15-24=-163011393,
16-25=1969/1621, 14-25=-196911621.
6-14=-311/525
WEBS
4-14=372/539, 12-14=-720/660,
WEBS
4-14=3721539, 12-14=-720/660,
7-14=11501955, 7-12=-84811195,
8-11=848/1007, 8-12=-1150/1037,
3-16=01313
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VulI70mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;GC for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 last bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 11=574. 2=400.
8) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconourrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Inc. Wed Dec 2313:18:50
Dead Load Defl. = 3/81,
PLATES GRIP
MT20 2441190
Weight: 1741b FT=0
x,:e-w„m..rye.,:.vummtrmust>aumm�wmnrcmanw.um�omt+omUnvonmaun-m,a r.are.rr..w.,.e,+,m,.b,rm,c,as.e..:rnmlru.r�.�w�.,,u.r,nm.s.nsa,,..,. um,mea,.,..e.amo.wr NANUEL MA98NE2, P.E.
•1a,�m,rim,d.oe.,wi.n.momw.aa e,.rm,m:nuw.nf,rnaormw..1¢.„a..,nmo„wK.me.wrm..amna.,a.a.=w,+w,.r.,aNrmae.,a.,ae»,:win,.neea,e,.arm.+r..e.,mi. mexr..,.,o�,y,.rm.,,
.sarw..ass,annM.rulen�n.,.y.,nanart.a..em.o.,er,.m.,wenmmm,raexo„s. ro.,.midmraCiane¢.rawer,r.ami.nr.rn•=pan.modafi.um,aas,m�4.se��n.ue�n,.sa,�.wmNe amMn. #047182
mrmanraa.mamou,h=..ar.m,en..u.m„e.u:mmo.wmnw.,.auw,w„n�ae.aene.r..nw.om.�.nunwscmwurm.assume,a,,,.,em,n°nawx.*..nua.re„a.n,r.,mm=,.aan:,aa,ur„onm.n.r.�,o,ds.mw,.=a 10019 Charlton (ir.
rm,¢cam.,,,.m,wrrc�.krar'.ek.rmn,nr,awm.¢.eq.oeme.,an,e. wumwnr.yr..xwr¢.e•wonv. rrm,ens.t.y.=i..nmams aa•w� e�,•,o„e.rmwmml.
onalm®miser r,ala,m,.x..an�,crs. r.rawme.rim,a�,a.ql..,�,pa�mse.ne.�m..�,a..be.a.l mds.,,.,.im„Iwnnr�re 0dnnda, EL 72822
Job Truss
Type
Cry
PlyStd.
Pac./6811 EI C
CO3
TH�alfHip
1
1
A0650452
Job Reference o lional
Ai KUUF I Rusbts, FORT rlencc, M J4a4b, aesignigaltruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:50 2015 Page
ID:cS2yUAsdmV4V5z1DIW WpPzmH46am86KNNbHTV19i15VRpsyGlsjxWnOUbY21V900y64i
14-p 3-21 5-743 9-D-8 15-3-11 22-3.8 24-7-e,
1-0�3-2-0 6-3-2 6-11-14 12-4-01
4x4 = 1.5x4 11
6.00 12
8 9
3x4 i
7
1.5x4 11
T
3x4 i
1.Sx4
� 5
6
A
4
1.5%4 II 3
2
W
o
7
o
4
(o
VJ15
16 ?�
25
13 26
t2
27 28 2911
4x4 = 4x4 11
6.8 =
4x8 =
5x6 =
3x6 =
3x4 II
3.4 =
LOADING(psf)
SPACING-
2-0-0
CST.
DEFL.
in (loc)
I/deb
Lid
TCLL
20.0
Plate Grip DOL
1.25
TC 0.94
Vert(LL)
0.31 14-15
>866
360
TCDL
15.0
Lumber DOL
1.25
BC 0.84
Vert(T-)
-0.5414-15
>494
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.97
Horz(TL)
0.13 11
n/a
We
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Excepl'
B3,B4: 2x4 SP No.3, B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 4-8-6 oc bracing.
WEBS
1 Row at midpl
9-11, 7-14, 8-11, 8-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
11 =
113810-3-8 (min. 0-1-8)
2 =
112210-8-0 (min. 0-1-8)
Max Horz
2 =
664(LC 8)
Max Uplift
11 =
-612(LC 7)
2 =
-389(LC 8)
Max Grav
11 =
1138(LC 1)
2- =
1124(LC 13)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-602/0, 34=-1785/1196,
4-5=-1462/904, 5-6=-1359/919,
6-7=-1480/1184, 7-8=-758/650,
9-11=341/413
BOTCHORD
2-21=619/212, 21-22=-619/212,
16-22=-619/212, 3-23=-1587/1352,
23-24=-158711352, 15-24=158711352,
15-25=-191911575, 14-25=1919/1575,
6-14=-327/551
WEBS
12-14=-669/598, 7-14=-1172/975.
WEBS
12-14=669/598, 7-14=-11721975,
7-12=-852/1201, 8-11=-788/954,
4-14=366/529, 3-16=01315,
8-12=1163/1040
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult-170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsh
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) -1-4-0 to 24-7-8 zone;
cantilever left and dght exposed ;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to hearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 11=612, 2=389.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
9)'Semi-dgid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Dead Load Deff. = 3/8 it
10
PLATES GRIP
MT20 2441190
Weight: 175 lb FT=0
Mmgnnm,llmvgxymbmk,-1 I InNllpffll[mt111Hpn4111Y11fOnIap6MINF1(1urt111t(WY10R4iYr Mw YnAl tleupr.nmgnvml,td,elneerth M,0e4geam.yllWl W I4YpwdYufiee4r14k,m,ll+nbbr, o,e. OYnv.Aenin,mMnkenaob/
MANOR AlAR71NEZ, P.E.
Yiui�viY•ph4+Je1. Hell. mealphNnu glhn,o,;pr.r�.,,N,1mdal,y.nik.,,m®.rmnp,nm,,.n,M....lwpanc..n.p+n:p,,,p,aa.rn,m,ay..lm+�:phun,e,p:nl.wlw.h.n+nml. m.an�pn�p:n,x�.p,.dm,n,
!vmlapnl,duudiMl,nvM.gid6pn,pe,.qo,mbrepdk,O.ni,k.a.gi,maniMepgla dledfy0evpn,biM,w<4dklaCa.®CR+Wd1a 6q,d,e,llM1t IDe+ppvnldMN4dwlfiM.udMlint'vhdyleJ4vyYmy+;mmpn:.ed Mnury,loBb Aw
#047182
,olpnulapolMlddgOeyvnMr®nms.Nwrc,vnMbk,l00WkepealinWlNermndikrd3g(mpeeegfieplvlmavtiwNnppNMNlrinnlLamvnhrtneCle�pndpNaae. 1141 de1b„bugruti4,,,ldp'vvAdetnv+kuym,rmvMJybpanml
10019 Chorllan(ir.
Im,Yeslmnn,odn,.Rn.e, deriMq.f®tivlepnlThnmglreApfi„6r+M1LL A.hnvWgvNgnn's NIk+ISNry Rynglmvinlmfyen Isep Esl!'o,Y YfnpuoEellerm,m I,4fimlbinl.
6pplpVQa15A4 la,n,m,n,.Y Y a,et r.pd.n.dnme,m..n,h�lm.,hp.land.mnmlepnn�nl®M.Y.u.dr�.,mY�dYYm,cn[
Orlando, FL 32832
Truss
Truss Type
Ply
Std. Pae./6811 EI C
L6384 C04
Half Hip
�Qy
1
1
. A0650453
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 72015 MTek Industries, Inc. Wed Dec 23 13:18:51 201§ Page
ID:cS2yUAsdnW4V5ztDIWWpPz H46-KyiUXjOE1 ndunss138K5VU12?Ls81xNiGPFjYgy641
14 3-2-0 171 9-0-8 13-6-7 78-3-8 22-3-8 24-7-8
3-2-0 25A 3-51 45-15 4-9-1 4 . 2:
44 1,Sx4 11
6.00 12 7 8 9
3x4 i
6
1.5x4 11
5x6 5 W
4 3
1.Sx4 II 3 w
0 1 2 128 21 23 13 10
3x6=is 24 72 25 11- 26 27 28 10
4x4 II 6x8 = 4x8 = Sx6 =
4x4 = 30 = 2x4 11
-2-0 I 132238
332-0 -0I 48-7A
Dead Load Deb. = 3/81,
Plate Offsets (X Y)—
12:0-1-0Edgel. r3:0-4-2 0-1-81
r4:0-M 0-3-01 f1:0-2-0
0-1-81
110:0-3-00-3-01,
f l3:0-2-12,0-2-81 rl4:0-2-0,0-0-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.84
Vert(LL)
0.30 13-14
>885
360
MT20 244/190 -
TCDL 15.0
Lumber DOL 1.25
BC
0.83
Vert(TL)
-0.53 13-14
>499
240
BCLL 0.0 '
Rep Stress Incr YES
WB
1.00
Horz(TL)
0.13 10
We
We
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
Weight: 164 lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.3 *Except'
Bi: 2x4 SP No.2, B2,B5: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHOR❑
Structural wood sheathing directly applied or 3-2-8 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or4-8-12 oc bracing.
WEBS
1 Row at midpt
8-10, 7-11, 7-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
1138/0-3-8 (min.0-1-8)
2 =
1122/0-8-0 (min.0-1-8)
Max Horz
2 =
601(LC 8)
Max Uplift
10 =
-622(LC 7)
2 =
-410(LC 8)
Max Gmv
10 =
1138(LC 1)
2 =
1127(LC 13)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (to) or less except
when shown.
TOPCHORD
23=-614/66, 34=-179011281,
4-5=1461/999, 5-6=142911168,
6-7=-9111798, 8-10=-355/433
BOTCHORD
2-20=-619/224, 20-21=6191224,
15-21=-619/224, 3-22=-156111349,
22-23=1561/1349, 14-23=-1561/1349,
14-24=-189511579. 13-24=189511579,
5-13=-2201379, 11-26=353/314,
26-27=353/314, 27-28=-353/314,
10-28=353/314
WEBS
4-13=387/564, 11-13=-7731819,
WEBS
4-13=387/564, 11-13=-773/819,
6-13=991/822, 6-11 =794/1 105,
7-11 =1 008/945, 7-10=-801/924,
3-15=01312
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS
(envelope)and C-C Extedor(2) zone; cantilever left
and right exposed ;GC for members and tomes &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) Plates checked fora plus or minus 0 degree
rotation about its center.
5) This buss has been designed for a 10.0 psf bottom
chord live load nonconcumenl with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt--lb)10=622, 2=410.
8) This truss has been designed for a moving
concentrated load of 200.Olb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9)'Semi-dgid pitchbreaks with fixed heels Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
ry
o,MiklnW,�noNnkdhrtl,uinppmtwkmldr,u.nisdprrtnr
nAddnm5l9.ryo. r@l1rmy0r.(0grmrpp.AWm.ubxglrnddOdrtOMmPMlNn,,drtbOmOdknrMeglaeerm+rdudedFYwbuobuimFldrolo.,M
MANUEL MARTINBP.E.
gnnnM1mNrnh4lin+MnurRb,EoMflr..Sp.4eudyrmu+ya.unne.mu�der�bdarumn,,dmkhnvdnaqrivy,adlAmM,.,M
' nbRmngOrRn,ei.mspWf,renre1urkp6mrtnm,a=nmid.dv6ueenniorrydphOmr0wa�ne.l4qld(,lM1lnip.M.pRadCn,nmWfpdnh.I+mdndnrfaW,pwps.do.earn.�rinil,nbrm,mnxerxpdnbrM
N9xdl,bnMi.11ryiRemrpdP,e+abdbvwky0lrni.eu,sn6bmay,l,ytlbulwvrr+nrJOd.mfmpnumr
,
#U41182
10UI9EhoiltonOr.
1pdw0ynbtlerivM1fR0smreo,9nns.nvvy1GsdrtP
Orlando, It 32832
pbm+euEMrlldtlMedffiynrdefgaroq.pOim
Iorndl,robnrybsllloyl
b"i710116�,redlrvnu. WvuddmrmreOL
Truss
TmssType
Ory
Pty
Std. Pac./6811 El C
L631 84
CO5
Half Hip
1
1
A0650454
Inh Reference (optional)
n I MUUr I nubbca, run i VIEKI-e, rL a4s4b, ceslgn@2a)truss.com Run: 7.640 s Oct 12015 Pnnb 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:18:51
1.5x4
4x10 � 1.Sx4 II
194x411 11 ru -- a
4x4 _ 3x4 = 6x8 = 4x4 = 5x6 =
3x4 11
Dead Load Defi. = 3/8 it
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.85
Vert(LL)
0.30 12-13
>877
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.85
Vert(TL)
-0.53 12-13
>497
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.74
Horz(TL)
0.13 9
n/a
n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
Weight: 158 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOTCHORD 2x4 SP N0.2'Except'
B3,B4:2x4 SP No.3, B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2X4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-2-5 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or4-9-14 oc bracing.
WEBS
1 Row at midpt 7-9, 6-12, 6-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
9 =
1138/0-3-8 (min. 0-1-8)
2 =
112210-8-0 (min. 0-1-8)
Max Horz
2 =
539(LC 8)
Max Uplift
9 =
-031(LC 7)
2 =
-424(LC 8)
Max Grav
9 =
1138(LC 1)
2' =
1128(LC 13)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-612/150, 3-4=1776/1329,
4-5=-1480/1104,5-6=1551/1459,
7-9=401/480
BOTCHORD
2-19=-5971222,19-20=-597/222,
14-20=-597/222, 3-21=-1501/1332,
21-22=-1501/1332, 13-22=150111332.
13-23=-1832/1563. 12-23=183211563.
5-12=417/705, 10-25=5231517,
9-25=-523/517
WEBS
10-12=-559/511, 6-12=1357/1116,
WEBS
10-12=559/511, 6-12=135711116,
6-10=0/315, 6-9=-877/899,
4-12=3261456, 3-14=01314
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VUIt=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 pat bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 9=631, 2=424.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncorimment with any other live loads.
9) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xm:r.wonrtw,lrry,,,;.m,-arvwnmsnrylurlaura rear mwDmonlonaurrrortr7lnwnmavlrlmm vma.l,y.rm..rev.a,mammmusrm,o<y.o..mgOoolwm,Ym>irmmgrtbxm.u,naln..m. mim,om.,.»,m,e«mmo,emr
MANNEL MARTINEZ, P.E.
rta,.mrmm Aanarbm.IrMmoYmmsl l,.Yn,YnglR'nmY.�P��rlymmLMvam•Rw�m.w,mn,Rr.dnovan�InP„n:r,.vmumrymmawy.aem+wsan,aR+Ya..aao.nv.w„mI. nam�nn,.maa.�,�r�.damu
',aW6ryaloua�YtlmtlneRlMmpnN„ry,NEd%d0eo.m,,MO.,eitMlxiMogn�nMlwVyle:yn,'stle,mvldil,¢C�bnCll+InaMMy„d.,Y1n1.ngPnoldiLNpdMr�Y.xd0.4nt�bERlv�mr.amR,,be,hmvodMny,,ldl,an
#047182
,eyn,NRdM Wmyk &%,dIt.m,. Owu,ut.n46.I0nndmv�MutdS, nm+aM, l idmnmW p6ppNddll Rl,dpam.,efrum010rmndp'umcnlii IeranatnnlwAMi,Mluw,tlm,Lw0.4yeer.tmthsp.lnpwn,el
10019(Ilorhon(ir.
rm,Ymbmm�.mY,l,Yn.Y.l,rmea R.(MNry,elgmYnrtylydpNtNAe6Mam,hJabgenYNtMMNmIMym,nlmvin4mbyae,MaROmxmt. 4lvpaaltnmm.nk6mlhml.
10— WfIbW
6ppiyb0NI5a.I1mI M,m-Ym..lYvnveFll lepoHneoalM, deuma,bmrlsgi, pehlYHmi0ninmgmnum6n Ml IdnmrYomd Wn'm¢r1
Orlando, FL 37832
Job Truss
Truss Type
Oty
PN
Std. Pac./6811 EI C
63184 C06
Half Hip
1
1
I A0650 65
Job Reference o tional
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.mm Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:52 2014 Page
ID:cS2yUAsdrAN4V5zIDlWWpPzmH46-o9Gl12Pso511OORUa KI hrC4ICOURSrV3_G56y64i
f1-49 66--99--113 7145l IIAO 1 2-3-O + 2-7
-1314-12 24
I.Sx4
4x6 =
6.00 12
3x4 = I.Sx4 II
G . Dead Load DeB. = 7/8 is 7
3.4 = 3.8 = 54 _
3x4 = 7.5x4 11
-LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deb
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.95
Ved(LL)
-0.23
9-10
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.79
Ved(TL)
-0.36
9-10
>741
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.76
Horz(fl-)
0.04
9
nla
We
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
Tt: 2x4 SP M 30
BOTCHORD 2x4 SP No.2'ExcepC
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pur ins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 4-8-3 oc bracing.
WEBS
1 Row at midpt 3-10, 6-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
9 =
1167/0-M (min. 0-1-8)
2 =
109310-M (min. 0-1-8)
Max Horz
2 =
477(LC 8)
Max Uplift
9 =
-647(LC 7)
2 =
-419(LC 8)
Max Grav
9 =
1167(LC 1)
2 =
1099(LC 13)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1668/1136,3-4=921/578,
4-5=898/612, 5-6=-706/693,
7-9=-351/446
BOTCHORD
2-17=155011418, 12-17=1550/1418,
11-12=1550/1418, 11-18=-1550/1418,
10-18=1550/1418,10-19=-4221436,
19-20=-0221436, 20-21=-422/436,
9-21=4221436
WEBS
3-12=0/330, 3-10=-780/940,
6-10=-600/605, 6-9=-887/878
WEBS
3-12=0/330, 3-10=780/940,
6-10=-600/605,6-9=887/878
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.OpsF; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=125 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurtent with any other live
loads.
7)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCOL =
10.Opsf.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except Qt--lb) 9=647, 2=419.
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurtent with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 137 lb FT = 0
f•
WA i Ma1X555MW aarum6r[ownwA(IalougrWlajaraaxirMdY1'Mur„rym,q.r.,.,�.,,d,.u.,w..m,u.,o,agvmv.y(mgru, u..n�,, H. ld„m.Ihrtu .wa or„w.,.Mom,e.atoq.ry �NNEl MA9EINE2, P.E
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,.e. �mrJm,rmwo.ww.wo.rum,.u.rc,,.,w:n.momrt.rwe.dg.:.s..,Jar.aswr,�p,.numw..a.aMr4r,s.nrm.Juu..,m,,.d�. n•.av m�aa=.,m,.,a.�a•'.,we.�.,dm.r�.,,o.y.,.m„o.:rnw..®e 10919 (Indian (4.
rm,wa�.m,.,,n:,,.n�.Mda..ah.rm.d.mm.n:.x.vbmr^^e,e.ner. he.,,oxymr�.once.rxyay.+.r,.,,sru°[.d.er.m�v umpueTart�...,e.nwmmf.
Lppiga0101g4r bolfn+m Yund Wfio.r, r.! repmdmrio.Jr�.donor.oi, Iv e.ylue,npoAmldMnumupua,de.k�l l tmtrmw..9.e Iftm'ri Orlando, R 32832
Truss
Truss Type
OtY
Ply
Std. Pac./fi811 El C
L63184
C07
Half Hip
1
1
A0650456
Jab Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed
4x4 =
3x4 =
S
1.5x4 II
4x4 = 3x4 = 3x8 = Sx6 =
1.5x4 11
Dead Load Defl. = 5116 ii
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(fee)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.97
Vert(LL)
-0.39
8-9
>677
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.86
Vert(TL)
-0.74
8-9
>358
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.47
Horz(TL)
0.04
8
n/a
n/a
BCDL 10.0
Code FBC20141TPI2007
(Matrix-M)
Weight: 1301b FT=0
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP No.2 *Except'
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 4-9-11 oc bracing.
WEBS
1 Row at midpt 5-8
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Na/size)
8 =
1162/0-3-8 (min. 0-1-8)
2 =
1098/0-8-0 (min. 0-1-8)
Max Horz
2 =
415(LC 8)
Max Uplift
8 =
-653(LC 7)
2 =
-423(LC 8)
Max Grav
8 =
1162(LC 1)
2 =
1104(LC 13)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-1579/1100, 34=-1065/805,
4-5=-871/813, 6-8=-362/452
BOT CHORD
2-16=-1386/1319, 11-16=138611319,
10-11=138611319, 10-17=-138611319.
9-1 7=1 38611319, 9-18=-576/601,
18-19=576/601, 19-20=-576/601,
8-20=576/601
WEBS
3-11=01288, 3-9=-551/702, 5-9=401/465,
5-8=-936/929
NOTES-
1) Unbalanced roof live loads have been wnsidered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will 6t between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical wnnection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at —lb) 8=653, 2=423.
8) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
9) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xmsy-mmnefor..os(,mvN'kl low "%o%ffj ORA Ric 1(000511 mnnmado, Mg. t;rm,o.y.oa.arOM.ear,u.un,rm.arnW..-. o.a,,.�wna.ro.mo,wr MANNEE MARTINEZ, P.E.
toreY,�,m, ymndAkreel 1m 'h lvned drrmtvpr'ap O. ,Spr��oareeoeelmewlo..gNo.auimvvm,�pan,I"p.InvoM..p,n1.6.Q,d5rylmmraru9nam.,g6Ln, kpneenorrWmr.v.anittl. s ,ia. w.4nw'A4W
' amvnwo,raimirm,ti,..rr�aaoi;me,.wrr,maelanro..v,mro.en,.bm,:cam.�.erwuyo�a.,.mm,.mmorrorncarue�ui.me.aew,ra..amt m..rrrrdaa.mow.nra.u.tn.r,.,.aa.aaseQaus.,a,n.,mau.mooaw.,ow,n4e.mr #0171R3
nvm bx+r=rm<r ro<,�.,rwwu.e.. uo,,,,.,.w;wr000samr n.aaa+voeo=Baru.,ttme manr..w..n:aarimo.o,.m.nnOras n,eqm.wuue,.,rM1,rdram,rmr,mowa.,.-m.I arrt..,m.re,tte,msm,waa nm.n,,,oas.,cr,�,odo.mo..r„a 10019(hodton(ir.
u.uamN.wm,wn.vlm.n.ar PdMor®emmaaw.m.,myh.oMweM1,a.rnea mn.uor,q.6r'.r,uoarardeao-yro umusMm6s^eurm.v�a®s n(epasaam�mneru.abrwt.
On,iA1r®AISMI redlrmns�Mmudaonim,PL Lgodmioedmi,aoumegivmrlo,m, i,pediGiNrimnin.nprrminao M1an A-1 Poolirvs,rs�Yem�el aaNnglE 0rlondo, R 32839
Truss Type
Oly
PIY
td. Pac./6811 El C
LTruss
�Cil
Half Hip
1
1
• A0650457
[oloRefierence(opfirmal)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com
1.Sx4
a
0
4x4 =
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek
3.4 = 3x4 =
4x4= 3x4=
10 -- 9
3.8 = 3.6 It
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (too)
Vdefl
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.69
Vert(LL)
-0.3310-12
>819
360
TCDL
15.0
Lumber DOL
1.25
BC 0.70
Vert(TL)
-0.5810-12
>469
240
BCLL
0.0 '
Rep Stress Incr
YES
WS 0.63
Horz(TL)
0.04 9
n/a
n/a
BCDL
10.0
Code FBC2014/rP12007
(Matrix-M)
LUMBER-
TOPCHORD 2x4 SP M 30 `Except'
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 5-4-3 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 5-6-1 oc bracing.
WEBS
1 Row at midpt
7-9, 5-10, 6-10, 7-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide -
REACTIONS. (lb/size)
9 =
1103/0-3-8 (min. 0-1-8)
2 =
111710-8-0 (min.0-1-8)
Max Horz
2 =
660(LC 8)
Max Uplift
9 =
585(LC 8)
2 =
-385(LC 8)
Max Grav
9 =
1103(LC 1)
2 =
1119(LC 13)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1657/1007, 341=1264/680,
4-5=-11427712, 5-6=341/124,
7-9=-1159/1185
BOTCHORD
2-17=1729/1412, 12-17=172911412,
11-12=-8767732,11-18=-876/732,
18-19=-876/732,10-19=8761732
WEBS
3-12=-507/812, 5-12=-476/643,
5-10=-842/1067, 7-10=-971/1021
NOTES-
1) Unbalanced roof live loads have been considered
for this design. -
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) "This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL=
10.0psf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at —lb) 9=585, 2=385.
8) This truss has been designed for a moving
concentrated load of 200.0Ib live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9) 'Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Inc. Wed Dec 2313:18:53
Dead Load Deft. = 1/4 iI
PLATES GRIP
MT20 244/190
Weight:154lb FT=O%
xm�-rY.,rip.,,yar,ea.mslroarrrmtnrv(mloueumrrmllanomm�omAtmntxnonwnm(rn,.r=arY,y.em+Rln:wneeeek+mni,Im+oey,
MANOEL MARTINEZ, P.E.
�nl. T¢deiga namptim,bdk(,wE�et,
bid,a�de,plma,SoOkMtrMIW YYedid I,orm+Aeugv[ogian(u,fpe6NrfoptreltkudmmrNO,epesMnu¢goe
xlYPdetimWeWU,,f,e,0=m�6�IMWaLyaelLeapkirm+drykklwltr149nh,.�u
#047182
!wW&rydoueltAtinuMmrlud�i,%srnrmJb5rydM0.xi,Ma.eei+MEodmlgMudereffiv90ngen,nlM,wkildlkM.IbllCdekdbid�,ah
inpmbddyddeWiN.yh,yennOfomaae,:lAoen„nMslkio0oodbepmNnvelgoAetixrenleBenEeAfmponpdep�dmr�wpnppeW�G11Y�rle^eUGmnehuvdlo,gardyo6Ye Mldfiendnnpo�Eune.Id Oft1on0eu,+,,rm+Onlpop',rwd
10019(horltion(ir.
Im+YomleCmn,Mn+oiI—d by eroYedogMN low" lrmplfinkrtlrr6lpelm5&tlyo FyivaktlYfReruJGgOeagm ulm+Sr,pmbgentrev(trN®(. W(epldnlRmmemle6NNR41.
6"i'MOVISA I Rum ... .YonedtlmiYeetl.IepodYuoveh6Ydmmen,ro.rylmm,isFoAfilW.iO.,menprmisilenkom4l Gdlmnes.YvwelMmumzli
Orlando, FL 32837
Job
Truss
Truss Type
Oty,
PIY
Std. Pac./6811 El C
63184
C12
Half Hip
1
1
A0650458
Job Reference (optional)
R7 OOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com
1.5x4
?1
0
4x4 =
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek
3x4 = 3.4 =
4x4= 3x4=
10--9
3x8 = 3.6 11
Inc. Wed Dec 23 13:18:53 2015
Dead Load Dell. =1/41,
I-OADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.69
Vert(LL)
-0.33 10-12
>819
360
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.70
Ved(TL)
-0.58 10-12
>469
240
BCLL 0.0
Rep Stress Incr
YES
WE 0.63
Horz(TL)
0.04 9
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 154 lb
FT = 0
LUMBER -
TOP CHORD 2x4 SP M 30'Except`
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-4-3 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 5-6-1 oc bracing.
WEBS
1 Row at midpt
7-9, 5-10, 6-10, 7-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
9 =
110310-3-8 (min. 0-1-8)
2 =
111710-8-0 (min. 0-1-8)
Max Horz
2 =
660(LC 8)
Max Uplift
9 =
-585(LC 8)
2 =
-385(LC 8)
Max Grav
9 =
1103(LC 1)
2' =
1119(LC 13)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2�3=165711007, 3-4=12641680,
45=-11421712, 5-6=3411124,
7-9=-1159/1185
BOTCHORD
2-17=-1729/1412, 12-17=-1729/1412,
11-12=876/732, 11-18=-8761732,
18-19=8761732, 10-19=-876A32
WEBS
3-12=507/812, 5-12=-476/643,
5-10=-842/1067, 7-10=97111021
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult-170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
poniing.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1001b uplift at
joint(s) except Ot--lb) 9=585, 2=385.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncancurrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xmeap Mnerenwrarrem.a¢-kt raotnwvsrvurlmummrrmromomm�omfou+alunanmwnr Ma. enara,y.rmrun[r,®erW.m,[.m,rm,o[y.or..:y0m7Wikemnc,m.[yrtr.nrr..sknt[sr.ne manrm,rd,.,neanmmo. mr MANOR MARTINEZ, P.E.
•rdrw.,m tmin,e.ae[.warwa.Toome.me rr.o.r,o.rune.rr[.rnaLmmrrr.,,le.,[d..wrmorm[wm,wnwv=•[au[wanr�w[.fin.:r,[w�ruupbm[erao.+m.+:s�[u.,,Op:�[e.mmo®h. Wnml. m[a,�..,+dwa.or:u.R�rroacr [r,
WdSryWvuolltirlrttlworyrdLvgnlArr,y,eilbb/dpa 0.er,fi3O.m1MEw'vA.ptnMWMmy 4.vg,n.uleerWeJd16[Y[le[Y[b[kdhStmBrd[Wlnl, lboppnrd-0Ikma Waryka[wdtl,rrnr,enludgloediy,Im,rv,obRtim WLurq SAbIM ?; 047182
r[rp.,rooraerr.ae�.ru;yar„du,ewn.u.,e,wr.nanrtoo.ma<n.4r•rWr:e[r„mawsrytn.t a[m[,rt.mrr.raw,r.eew:Wao.nMt.,10019(horltoo OT.
m,r.ma.m.n,..sw,rcn...mm[eb.rwemimW nmo.,ayerapmnnt.m[n n,an,MipI",,is.orm,ruNmrhrymnl,wsnhmeepenrweryYky. lo[geofwEr�,.[
Gprrigel®AIfMI loaTrmwr-Ynnudtlmfnry P2. rep,edmnee[14i,drum[m,iowYl�,�,FeAiM[drid.rSmpnniwieohookl I'd Orlando, R. 321132
Jab Truss
Tmss Type
ON'
ply
Std. PaC./6811 EI C
63184 C13
Half Hip
1
1
. AO65O459
Job Reference (oofiona0
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@at lmss.com
1.Sx4
4x4 =
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015
3x4 = 3x4 =
4x4 = 3x4 =
10 9
3x8 = 3x6 11
LOADING(psf)
SPACING-
2-M
CSI.
DEFL
in (loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.69
Vert(LL)
-0.3310-12
>819
360
TCDL
15.0
Lumber DOL
1.25
BC 0.70
Vert(TL)
-0.58 10-12
>469
240
BCLL
0.0
Rep Stress Incr
YES
WB O.63
Horz(TL)
0.04 9
n/a
n/a
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30 `Except`
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-4-3 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 55-1 oe bracing.
WEBS
1 Row at midpt
7-9, 5-10, 6-10, 7-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
9 =
110310-3-8 (min. 0-1-8)
2 =
111710-M (min.0-1-8)
Max Horz
2 =
660(LC 8)
Max Uplift
9 =
-585(LC 8)
2 =
-385(LC 8)
Max Grav
9 =
1103(LC 1)
2 =
1119(LC 13)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1657/1007, 3-4=1264/680,
4-5=-1142/712, 5-6=341/124,
7-9=-1159/1185
BOTCHORD
2-17=172911412, 12-17=-1729/1412,
11-12=-876/732,11-18=-8767732,
18-19=876/732, 10-19=-8767732
WEBS
3-12=507/812, 5-12=-476/643,
5-10=-842/1067. 7-10=-971/1021
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
7) Provide mechanical connection (by others) of tmss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except (it --lb) 9=585, 2=385.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity, model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Inc. Wed Dec 2313:18:53
Dead Load Defl. = 114 ii
PLATES GRIP
MT20 2441190
Weight: 1541b FT=0
xm®r-rtm,.mm.yxq,.�t.-AI gOgnMfalIDlaj n114 MCI mnmancmeml-rmtrlunonronarrr.. rmar 6.4,i®..w,.drum.ort,..nam„o.,4.m..=r0oq,da.mdrme.,,rtm,,..,v nr.roaa..omnwmdum.ma.m.mo..ir MANUEL MAVINF7, P.E.
wr t mma.ridm+sdw.mm.m.rogma..0 r,.ummdg.g.y...,f;. k.,aprfryrce4Mv.Im.qlW,.p.ttm,vem,pYortdm.pdn+imdegnmy,eym 3SnIwPoe4igndme4rykLm,dery4Ewhlggmry,omalM1. Ik1.ig.nwpimm,kvSeO,00&iw,,
m�+ar m inmm�murrm¢.r.me,.�remmavdm.a...,m,o..« mmm a gNm Mr+�rnw,ig�,mnn..mdn¢us.Ik4.s�de,aug,.a..mmt m..pp..eldm.mo.anrua.non. r,w, i.andgr.ay,n.�m,:a.m:..ewmymmie.m. #047182
.,g,,,a�*ardk.wa.ro<=g.•w+rmnm.m.m.,,d.d.mmomom.p.a, .mg:e.r ,one r.am.gm.o=..d>m.nimm IrrNr.ummhm.Euum<,d.n.mwg.u,dgm+... txi e.trim.,.y,wtaas,..aaa„am.r,.mg.,y.r.rnnamg.[er..m.m 10019 (horllon Gr-
LouxMMwn,.dm,dle,dutlerm.lM.wm.g em.g.m. amlbmwmma..ma n.n.,,u.,inM....wd.rmrgRwm,•rm,sNm.ryenM.n. a<opwnenm,mene.m:ei.rFi.
rnppigb®1gI1R�I radlrvm,.4medtloMneg P.F.lepemimmd�edmmem,io.citmm,i,pebLmd•itEvmm�pe,misilnekov11wIImm-YmudMmtin.z PE 0rlondo, FL 3183E
Job Truss
Truss Type
Oty
Ply
Std. Pac./6811 El C
63184 C14
Half Hip
1
1
AO65046O
Job Reference (optional)
Al KUUI- Kub5t5, FUKI t'ItKOt, FL34941,ws,gnd_a1lruss=nn
1.5x4
n
da
Run: 7.640s Oct 72015 Print: 7.640 s Oct 72015
4x4 = 3.4 =
6.00 Ft2
4x4 =
3x6 = 3x8 = 3x6 II
3x4 =
t.OADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.60
Vert(LL)
-0.37 10-12
>733
360
TCDL 15.0
Lumber DOL
1.25
BC 0.70
Vert(TL)
-0.6610-12
>407
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.71
Horz(TL)
0.04 9
nfa
n/a
BCDL 10.0
Code FBC2014TFP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 S15 M 30'Ezcept'
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-5-15 oc
pur ins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 5-7-15 oc bracing.
WEBS
1 Row at midpt
7-9, 5-10, 6-10, 7-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide -
REACTIONS. (lb/size)
9 =
1152/0-3-8 (min. 0-1-8)
2 =
1115/0-8-0 (min.0-1-8)
Max Hom
2 =
656(LC 8)
Max Uplift
9 =
-598(LC 7)
2 =
-388(LC 8)
Max Grav
9 =
1152(LC 1)
2
1119(LC 13)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-1622/926,34=-13117760,
4-5=-1203f782,5-6=352/118,
7-9=-1206/1245
BOTCHORD
2-17=1628/1368, 12-17=-1628/1368,
11-12=887f746,11-18=-8871746,
18-19=8877746, 19-20=887/746,
10-20=-8871746
WEBS
3-12=452/728, 5-12=531/681,
5-10=822/1044, 7-10=-943/1018
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 4, 6, 7, 9, 2, 12, 3, 5, 10 and 1
checked for a plus or minus 0 degree rotation about its
center.
6) Plate(s) atjoint(s) 11 checked for a plus or minus 5
degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonco n ument with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 9=598, 2=388.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
11) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Inc. Wed Dec 23 13:18:54 2015
Dead Load Dan. = 5/161,
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 1541b FT=0
rm®'.rl...u...rermm.o. uramnusuCvnn1mnnrnrurcmomm�cm�aml*nu1nr[ammmm� m�. v.repani.u�n.,,w,.d..m..w,rm,oar.on..nOrN�re,u�amu.uetrm,,..sunt.�...u. bino ,.n.emmwwmga,
wna,®m,rwa4mt,.wt.amomx,.nee.r,wonN.mru.nfwk.�rura=tn,,,u®..rmo�wn<......,r�m�ra.,,�d,.na,ar,.�v®,earl.aa,ar.ab,:yurm,aRm,e..e.ar.h..�„ml. rr•e,dr•.��rc.�l..r r,mam.,, AtANUELMARTINEZ, P.F.
��mndeuniesrrn,uemrr.aryl,m,,.yw,�aurao,o..�,n.o.w,..s.:ne,peen,tauga,Tv.:m.,mmdm.ncn.nus.b.41.'edr�a..Amt rs,nw..ddin.moma.ytlevu.runt,n,,ame.rtmen,y,my,.:mo,w.ae.o.r,,woa2. #047102
w.,a�urm+an.ebtotem...wr m�.m.A..x.n..mmA.mo,mm,lmn..u=PaOran,eahm.aun.e,.6,.ndmmnenn.... Mi a,en,m.n,rn,mxrmmemfoftrn' a'. j..noanuZ..... .a 10019 ChorUon (ir.
rn.x.am.n,w.nert..xee.r.dk.[m.e.r.nl.r.l.n.,lhmwrc..�..d.d. �r,.noaw!"t.s..�uorx.mum'ma'+..rmnN..t.�,.,tm.n�le^'. a[.Tmaanrm...e.mdl.m.r.
mnriem®AISLI r.rlrmm,-x.mdtlemnemlS. Pepelmue.dau.do®em,ire.rfia hrduABd.lA.annp.m Wmft. A4 ladrmm.x.m.lMeam"PI Orlando, FL 32832
h Truss
Tmss Type
Dly
Ply=Pac.16811EI
C184
[603C15
Half Hip
1
AO65O461
nal)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitmss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek
1.5x4
e=
0
4x4 =
4x4 = 3x4 =
6.00 12
3.4 = 3x8 = 3x6 II
3x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (Joe)
I/deb
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.63
Ved(LL)
-0.2712-16
>999
360
TCDL 15.0
Lumber DOL
125
BC 0.67
Ved(TL)
-0.4712-16
>595
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.55
Horz(TL)
0.04 9
n/a
n/a
BCDL 10.0
Code FBC20141FP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-2-5 cc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 5-3-11 cc bracing.
WEBS
1 Row at midpt
7-9, 5-10, 6-10, 7-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
9 =
1201/1J-8 (min. 0-1-8)
2 =
115610-8-0 (min. 0-1-8)
Max Horz
2 =
594(LC 8)
Max Uplift
9 =
-034(LC 7)
2 =
-424(LC 8)
Max Grav
9 =
1206(LC 2)
2 =
1156(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=1800/1266, 3-4=1398/884,
4-5=-1283/914,5-6=-024/459,
6-7=-475/491, 7-9=-116111271
BOTCHORD
2-17=-1880/1553, 12-17=1880/1553,
11-12=-10741933,11-18=-10741933,
18-19=`1074/933, 10-19=1074/933
WEBS
3-12=-487/778, 5-12=375/551,
5-10=751/948, 7-10=-967/935
NOTES-
1) Wind: ASCE 7-10; Vult-170mph (3-second gust)
Vasd=132mph; HVHZ;TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
2) Provide adequate drainage to prevent water
pending.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCOL =
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at —lb) 9=634, 2=424.
7) This truss has been designed for a moving
concentmted load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Inc. Wed Dec 2313:18:54
Dead Load Defl. = 3/16 ii
PLATES GRIP
MT20 244/190
Weight:152Ib FT=O%
Job Y Truss
Truss Type
Oty
PIY
Std. Pac./6811 El C
63184 C16
Half Hip
1
1
A0650462
Job Ref ( li II
A7 ROOF TRUSSES, FUR] PIERCE, FL 34946, design@allmss.com Run: 7.640 s Oct 7 2015 Pnnt 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23 13:18:55 2015 Page
ID:cS2yUAsdmV4V5zIDIWWpPzmH46-Dky?N4Rk507JGTA31_PlKrmnyCChlvHBODwhby641
r1-0-O 3-2-0 71-5 14-11 16-0-8 17" 23-7-8 25-7-8
-01`�3-2-0 2-0-0 ~ 3-7-12 F 3.114 2-0-0
1.5x4
6.00 12 4x4'
3x4 = 1.Sx4 II
1110x10= L5x4 It ra 14 11
4%4 = 1.5x4 11 3x8 = 5x6 =
6x8 =
1-OADING(psf)
SPACING-
2-"
CSI.
DEFL:
in (loc)
I/deb
lJd
TCLL
20.0
Plate Grip DOL
1.25
TC 0.72
Vert(LL)
0.28 15-16
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.95
Vert(TL)
-0.39 15-16
>726
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.90
HOrz(TL)
0.14 11
n/a
n/a
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T1: 2x4 SP M 30.
BOTCHORD 2x4 SP No.2 *Except'
B3,B4:2x4 SP No.3, B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-2-7 oc
pur ins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt
9-11, 7-14, 8-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
11 =
117610-3-8 (min.0-1-8)
2 =
1180/0-M (min.0-1-8)
Max Horz
2 =
532(LC 8)
Max Uplift
11 =
-630(LC 7)
2 =
-452(LC 8)
Max Grav
iT =
1176(LC 1)
2 =
1184(LC 13) ,
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-891/320, 3-0=-1932/1407,
4-5=-1104(760, 5-6=-991/787,
6-7=-1032/1023, 7-8=632/626,
9-11=303/373
BOTCHORD
2-22=7431501, 22-23=-743/501,
17-23=-743/501, 3-24=-1425/1319,
24-25=-1425/1319, 16-25=142511319,
16-26=184811678, 15-26=-134811678,
15-27=1848/1678. 14-27=-194811678,
6-14=334/557, 12-29=-394/395, -
BOTCHORD
2-22=743/501, 22-23=-743/501,
17-23=743/501, 3-24=-1425/1319,
24-25=-1425/1319, 16-25=-1425/1319,
16-26=1848/1678, 15-26=-1848/1678,
15-27=1848/1678, 14-27=-1848/1678,
6-14=334/557, 12-29=-394/395,
29-30=394/395,30-31=-394/395,
11-31=394/395
WEBS
4-15=64/407, 4-14=875/1010,
12-14=-4561631, 7-14=-11291934,
7-12=587/763, 8-12=-589/607,
8-11=920/935, 3-17=-151/334
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vu1r170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 11=630, 2=452.
8) This truss has been designed for a moving
concentrated load of 200.Olb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
10
PLATES
MT20
Dead Load Defl. =1/4 IT
GRIP
244/190
Weight: 173 Ib FT = O
9) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASES)
Standard
v,�g.w.nm..yW,,,a.m,uromnmuf[vlrticuu[mYsrmewnottrunanrrym[rl[<rcawmuxnrM. e„t[k,y.y...nmem,rce.mnnm'nim,o.yso,...gtlrol.Ym<Y.�mm.nrtuka.ams�l.e w. min,ommuarte.krw...k
mismwm,dYn+adse,nal. m,msxk,a�Y s,.I,n,onwuyn.R..kM,arc .1n,nan..monn.nm,...,nrmn.am.pa.,mm y..nw,nw. rcl.m.e,sr.dm.,:rer�,emoanmmow.,+„m1. n.a,dn.+�ee.,,o=n.s,.�Yn MAHUEIME. Z, P.
w.dsn..r..mis,r.nm.nr�a�yom,,.,p.aaardm.o.n,,m,o.M,=nnaenw„mexomym,h....Ye.,brtn.Im<ircm,ned,t�aeamx�•e..wnu. n..rm.mdn,mo.mmrm.gam.r,n,.�zneneGsan.N.;,uemm�anavamaiaan #O4707
C71 BT
n,ww�werYro,rdY.saw.,narwnvnn.uwmnnnam,mowdm,n.a<:was«[,mnYm,wum.r[Mn.,uwl.n�m.,,a.Paormumdhmmtnu.e,u.,..,o1. r,•.,nrYm... m.ladnne.,.w®,mran,..em,;,mmeu.,,omvn.moonlnmrnnna 10019(horlton Or.
Irv„Ymdew,µeek,,.me.InhWb'.[ d'ad"6 aeb'd'ul bndr,aNRrs,W,Im,,n is NOT da KoW., Rymvim,yviw Fegan,luon M1 hog. n(,Nd d,—.n&a-1 mml.
r.srds6l®1nsY,I s.m1w„w.wowaYwmw,vt rep.mmo,Ylmi,e.w..n,mwyr..,np.nnn.a..m.,mwp,au,,;..e..e.l rwnw,,.:.uw.,nw,m,,,r.L Orlando, It 32832
Job
Truss
Truss Type
PN
Std. Pao./6811 EI C
C17
Half Hip
Fy
1
' A0650463
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MITek
,.Sx4
0
6.00 12
46 = 3.8 =
Inc. Wed Dec 2313:18:55
L5x4 II
Dead Load DO. = 1/41,
,Oz,0 = 5z6 =
4x4 = 2z4 II 4.4 =
6ze =
3-2-0 7-6-5 14V ,8-11-7 23-7-8
3-2-0 4-0-4 I fi-fi-4 4-10-14 I 4-8-2
to
Plate Offsets (X Y)—
(2:0-2-00-1-101 13:0-1-00-1$1
[4:0-4-0,0-3-4]
19:0-3-0,0-3-01 111:0-2-00-1-01 112:0-2-00-2-121
E74:Edge OJ-81
LOAOING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.70
Ved(LL)
0.27 13-14
>999
360
MT20
2441190
TCOL 15.0
Lumber DOL 1.25
BC
0.94
Vert(TL)
-0.3813-14
>736
240
BCLL 0.0
Rep SVess Incr YES
W8
0.91
H._(TL)
0.13 9
nla
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 161 No
FT=0
LUMBER -
TOP CHORD 2x4 SP M 30 `Except`
T3: 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except'
B3,134: 2x4 SP No.3, B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-2-13 oc
pudins, except end ver8cals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 6-9
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (fib/size)
9 =
1177/0-3-8 (min. 0-1-8)
2 =
118010-8-0 (min. 0-1-8)
Max Horz
2 =
469(LC 8)
Max Uplift
9 =
-638(LC 7)
2 =
-455(LC 8)
Max Grav
9 =
1177(LC 1)
2 =
1180(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-894/407, 34=192211459,
4-5=-10901834, 5-6=-866/862,
7-9=-313/388
BOTCHORD
2-20=-728/506, 20-21=-728/506,
15-21=-728/506, 3-22=-1380/1308,
22-23=138011308, 14-23=-1380/1308,
14-24=-179511669, 13-24=179511669,
13-25=-1795/1668, 12-25=179511668,
10-27=4931528, 9-27=4931528
WEBS
4-13=59/406, 4-12=882/1023,
WEBS
4-13=-59/406,4-12=-882/1023,
10-12=J82/468, 6-12=-624/567,
6-10=0/252, 6-9=-980/916,
3-15=-154/326
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S:Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
2) Provide adequate drainage to prevent water
ponding.
3) Plate(s) atjoint(s) 5, 7, 9, 2, 14, 3, 11, 13, 10, 12. 6
and 1 checked for a plus or minus 0 degree rotation
about its center.
4) Plate(s) at joint(s) 4 checked for a plus or minus 3
degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-041 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 9=638, 2=455.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xm�p.rive@v.eliry,.r..ma•naalas�rminl�'mlrtvmemanmumm�oxnrynn7A[ponmpurrrma rmgde�y.rmemne,:ndn.de.mm,m,un,oe,q.o,..iypogwmue.eiuw'me,,lipeie,emeamm«.�wn,emm.imaem.&IMwr MANOEL MADINEZ, P.E.
miAupnlmlk45do0kwdlrM140mk Nid Ive4n,0eye Gpwr(u.�5pm8rmpmevb Aessdeemlry0,ewutl,useaphwed W pNnumdeoyv,ny,npmdiHrkMdniyd6evglelim,depQEnMllNeir,wk, IIH.Ikdevnnmp6m,lw6mgenfkon,
',dpFAYaedumvlili,imvMvryimldyn@enpemmrtlrd@e0.si,@s0..n,x@aadgnla MrmMmgUeiya.,pRe,win�d�kYCiMOC@elwbyMW 0rfr& ,dk, mIAMNOmIgfMdnedlAeLn,,mk£mglmdGg.,tw.9r,sMAefneevd6muyJolkM #O471B1
,e,wvmWrd@eud&=rordgopmdom.em. dr.nnmmmmemonanep.cvnpvdr®a<r d@eradogrmm.niuenidm„onnnMpdr„n,danrm.eaup,.,ex,emedro�pnmmrrdwe. mi da„nw,�r�pum,wm+,nnen.nmiyncrn„onip.upm,md 10014 (horlton Gr.
Inupmd.m.n,p.m,voknivmfi:eehemroea.yea.wm.r.rympwnm.enec mr�e„@y.tedimmaaofamusroapm,nuwirnem[y.mranea:p mdvpem:eemimm. nmkMmlM1l.
apr,igEt991011A.1Ivdinssm YvpvdtlmineppJ.leppdmuwd@isdmvmem,uvryfmn,i,poml"nWmi@mTevpemi,ilmM1vpA�l lovnrm,m YvvuelWRo,zr.E Orlando, f13383Z
Job �
Job
Truss
Truss Type
Oly
Ply=Pac./6811I
C
C18
Half Hip
1
A0650464
al
... I—,n r', o, ucaiynl,nmusawm rcun: / A vs ucr r zul a rnm:/ usuci, zuio mlleK
263x4 II , 3.4 =
3x6 = 2-• 11
3.8 =
5x6 2x4 II
5 6
3x4 =
7
3x4 =
3.8 MT20H5=
Inc. weo uec ZJ l3:16.a0 N Ia
3x4 II Dead Load DO. = 31161,
11
12 47
22 39 21 40 2019 4142 18 43 16 44 15
6x8= 4x8= 3.6 1.5x4= 1.5x411 2x411
2x411 3x611 3x4 = 3x411
I-OADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (Inc)
I/deb
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.83
Vert(LL)
-0.18 23-24
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.84
Vert(TL)
-0.35 23-24
>780
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.88
Horz(TL)
0.06 20
n/a
n/a
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No-2
BOTCHORD 2x4 SP No.2'ExcepY
B3,B4,B8:2x4 SP No.3
WEBS 2x4 SP No.3 `Except'
W11: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-11-10 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or4-11-1 oc bracing.
WEBS
1 Row at midpl
B-21, 8-20, 8-18, 10-12
JOINTS
1 Brace at Jt(s): 17,14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 =
307/0-7-4 (min. 0-1-8)
2 =
979/0-8-0 (min. 0-1-8)
20 =
2038/0-3-8 (min. 0-2-6)
Max Horz
2 =
406(LC 7)
Max Uplift
11 =
-190(LC 6)
2 =
-434(LC 8)
20 =
-1010(LC 7)
Max Grev
12- =
378(LC 40)
2 =
979(LC 1)
20 =
2038(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -AN forces 250 (Ib) or less except
when shown.
TOP CHORD
3-0=1261/1030, 4-5=1274/1343,
5-6=-448/631, 6-7=-447/634,
7-8=-160/266, 8-9=162/259,
9-10=162/259, 11-12=-237/275
BOTCHORD
2-34=-302/201, 34.35=-302/201,
BOTCHORD
2-34=-302/201, 34-35=-302/201,
26-35=302/201, 3-36=-896/857,
25-36=896/857, 25-37=-1198/1059,
24-37=1 198/1059. 24-38=-031 /543,
23-38=-631/543, 2140=-612/589,
20-40= 6121589, 19-20= 612/589,
19-41=-612/589,41-42=-6121589,
18-42=-612/589,13-15=0/254
WEBS
4-24=405/652, 5-23=-273/461,
7-23=767/725, 7-21=858/939,
8-21=-106311104,8-20=-1917/1876,
8-18=833/917, 17-18=-542/674,
10-17=531/678, 5-24=-8511774
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=251t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) zone; cantilever left
and right exposed ; end vertical right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent "ter
ponding.
4) All plates are MT20 plates unless otherwise
Indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
7)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 12=190, 2=434, 20=1010.
PLATES GRIP
MT20 2441190
MT20HS 187/143
Weight: 248 lb FT=0
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
w.ay-w.Ya..ylryYm.meslrownusssSlmllr7mmwmrAmromort[usmmfTvMAtreonmanm•I[,., vafiln�s.eYwn„col,l.e..ml.a,tm,dy.m.:syplml.saee m.wln„onseumY.lulnkkew. mA„an..�,[umdYm[tegwry
et[1�mYrmn,elrm.Yax,m.mommwr4 u.nlYo[:rl.r.w[[[,>w�.mmiw=lnl,,.twwrrvn,wealm,nwapw[.tmlwdna..[.p.[Nn[ewa�mvmm[eY.w.lml,iyi.uY,e,P:Yl..mmowr.we,ml. tmeeuww+.wm.[: �.. ,- MANUEI MAHTINE2, P.E.
vad&ryY,doseirtsim,M1,M1.56.ri,rue,[yw.xi&rydmeOnn,PoeO.wi,[uRw'u-0lPle01!!&elAnpmryu,,uR[,Weild MYCIk I1Cm.Wm1+1PY,°d[.111PFI.rw%W.^I atkm.dnry64feYdmeLu,F'dW'yM1.�nmLwy[,a,mhlhuMdMe,ivyilMMh! #OC118P
[[,w.�emrdmelaalrmnrY,wanwem,.NYmu,lm.hmo.aa[P,. <„ml�alul:arz rlaeym.vwmsdmim.,wnwpMl=wmle4tnwaunw.,el[,e.mm, lwnnroae.ln.la.rnml,nemmaenwaanw,mmen.YoY.PY.[,mYol,A.uNw![wA IOP19 (horlfon 01.
tm,vwaalYY,..Yn.n[,.AlelumMecm,.e.pld.wll.ns.ahmvuM[a!n[a nlnw,ol,y.lwm![,nwrrt.rw�oaymwtw,snrt.R�[YS..nmly. So[ne.l�emwm[e,ee.lebtnl.
briga®IDISMI goal bwY,- Now mufiwpP.0 IepadmiondMsdYunen,iewylwmi,pdoEnedrim.nmap,misilmfiwkl led Trvnn.YewdMwue[,P.! 9rI0p11m[ FE 33871
Job Truss
pe
ON
t'ti
Std. Pac.l6811 EI C
63184 C19
FHalfp
1
1
• A0650465
Job Reference (optional)
Al ROOF TRUSStb, FOR I VIERUt, FL J,1 45, Ce51gnigaltruSS.00m Run: 7.640 s Oct 7 2015 Print: 1.ti40 s Oct 7 2015 MI Fex Industne5, Inc. Wed UeC 23 13:16:br
6.00 12
1.5x4 It 2 3
e 1 5
0 34
263x4 11
3x6 = 2x4 11
3x8 =
5x6
2x411 3x8= 1.5x411
5 6 7 8
3x4 =
6x8 =
2x4 11
4x4 =
20 19
3x6 =
5x8 =
3x6 = 3x8 =
0 10
18
1.5x4 =
1.5x4 II
16
1.Sx4 II
9W Pad Dell. = 114 ii
it
15
2x4 11
2x4 11
3-2-0 I 10-21 I 14-03 18-7-13 1 22-5-12 28-103 1 32-2-13 l le
3-241 74M 3-1nJ3 d-J-S 3-4153-0-5 3-f4J fl-1f1-0
Plate Offsets (X Y)--
12:0-5-4 Edgel 13:0-7-5 0-0-91.[5:0-1-8 0-14] 113:0-2-0,0-1-01 120:04-00-3-01 [23:0-24 0-2-12].
L25:0-2-0,0-041
LOADING(psf)
SPACING- 2-M
CSI.
DEFL,
in (loc)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL)
-0.20 24-25
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.93
Vert(TL)
-0.45 24-25
>598
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.91
Horz(TL)
0.07 20
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 233 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except* ..
B3,B4,68: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W11: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-10-3 oc
pudins, except end vedicals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 10-20
JOINTS
1 Bruce at Jt(s): 17,14
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 =
257/0-74 (min. 0-1-8)
2 =
956/0-8-0 (min. 0-1-8)
20 =
211110-3-8 (min. 0-2-8)
Max Horz
2 =
335(LC 7)
Max Uplift
12 =
-151(LC 6)
2 =
404(LC 8)
20 =
-1028(LC 7)
Max Gmv
12 =
348(LC 40)
2 =
95EI 1)
20 =
2111(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
34=1074/940, 4-5=795/779,
5-6=-452/582, 6-7=-451/581,
7-8=891/854, 8-9=891/854,
9-10=-891/854
BOTCHORD
2-34=-278/50, 34-35=278/50,
26-35=278/50, 3-36=-793/841,
BOTCHORD
2-34=278/50, 34-35=278150,
26-35=278/50, 3-36=-793/841,
25-36=793/841, 25-37=-1071/891,
24-37=1071/891, 24-38=-706/663,
23-38=706/663, 6-23=334/387
WEBS
4-24=-3331519, 5-24=-324/456,
5-23=324/363, 7-23=840/844,
7-21=0/272, 7-20=1177/1072,
8-20=380/438, 10-20=-1093/954,
17-18=0/318,10-17=6/325
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25$ Cat 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical right exposed;C-C for
members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
notation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load noncencument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1001b uplift at
joint(s) except (jt=1b) 12=151, 2=404, 20=1028.
8) This truss has been designed for a moving
concentrated load of 200.0lb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xmmo
MANUEL MARTINEZ, P.L
bld®v,m,rkx,J,deewd MdelaaYkngl.As.u,uky,yW+,(wk.^.•r1.P^+�,l l6esolamrlW,Mexp+m.upmeJW P[ntimmleog®msru+pmol+Fllnb,eeuPdOe+mlYuwdeptleemlEelW.h.mee, ml.6eey.nmiN�m,bvEep,®L?m
INC
}(Otil 82
!,npnxraydWebleupoeSgwrod(mnoOx.Wwk,ulnn'ntlnNOmlMepeaie,eoAry6 w+dro+Ndieg(wponnfteryltlmovfimrp611puE4�EeEby1P1.M4tAaarzhns+elmpmid9mdwe Ml kfivvM,rz,pem•A'a,e.Eloiia,AR.nu,W�gxr,im+pngengbeervee
10019(hodton(ir.
Inublomm,nlnv.IlwrakfueAlr,faevaEoguee,pnbniAylpNpufinN,M1 Mnma,vnkfnm6narnalui�JiepM,geu �I,mlpxmpeguee,beerEo4¢y. NfeT46Mkmsm,nkfine11o1M11.
reppigk®201S k1 roof Tm+m-Yomdpomu, P£ rep&Aoddl&10 0,,uonfum,upo%Wulnth.nnmpnniisiw f.A-1 loenmve nnodrmin'P£
Orlando, Ft 32832
Job
Truss
Tmss Type
Oty
Ply
Std. Pac./6811 El C
63184
C20
Half Hip
1
1
- A0650466
Job Reference (optional)
, 1 nuur rwm ni rrcru.c, ri- w, , aesgn�uan.w.conn
5x8 =
6 nnFTT 4
nun: r.oau s uct a zu o rnm r.oau s uct r zu'is
2x4 11 3x4 = 3x8 = 3x6 =
5 6 7 m
inc. woo uec z3 13:1o:ar zu a
Dead Load Defl. = 3/16 a
3.4 = 3x4 11
9 10
33 - — r.oxc 11 -' 38 -' 39 18 40 41 42
6x8= 418 = _ 3.4 = 1.5x4 II 2x4 II
3xfi = 2x4 II 2x4 II 3x6 3x4 II
3x8 � 3x4 II 3x6 II
1.OADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
Well
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.93
Vert(LL)
0.16 23-24
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.75
Vert(TL)
-0.29 23-24
>932
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.69
Horz(TL)
0.07 19
We
n/a
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2'Excepl'
B3,B4,B8:2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W10: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied ors-1-1 oc bracing.
WEBS
1 Row at midpt 7-17
JOINTS
1 Brace at JI(s): 16,13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
11 =
29010-7-4 (min.0-1-8)
2 =
97710-8-0 (min-0-1-8)
19 =
2057/0-3-8 (min. 0-2-7)
Max Horz
2 =
263(LC 7)
Max Uplift
11 =
-146(LC 6)
2 _
-393(LC 8)
19 =
-986(LC 7)
Max Grav
11 =
365(LC 40)
2 - =
977(LC 1)
19 =
2057(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
3-4=-1105/824, 4-5=583/678,
5-6=-660/659, 10-11=-221/256
BOTCHORD
2-33=253/144, 33-34=-253/144,
25-34=253/144, 3-35=-618f751,
24-35= 618/751, 24-36=-870/895,
23-36=870/895, 23-37=-870/902,
BOTCHORD
2-33=-253/144, 33-34=253/144,
2534=-253/144, 3-35=-6187751,
24-35=6181751, 24-36=-870/895,
23-36=870/895, 2337=-870/902,
22-37=-870/902, 5-22=410/453,
20-39=-950/827, 19-39=-950/827,
18-19=950/827,1840=-950/827,
17-40=950/827, 12-14=0/251
WEBS
4-23=01352, 4-22=293/309,
6-22=-838/932, 6-20=824/806,
7-20=1072/1256, 7-19=-1929/1754,
7-17=997/1182, 16-17=527/618,
9-16�518/622
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) Plates checked fora plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb)11=146, 2=393, 19=986.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noreconcurrent with any other live loads.
PLATES GRIP
MT20 2441190
Weight: 214 lb FT=0
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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Truss
Truss Type
Dry
PN
Std. Pac./6811 El C
rb 84 �C21
HALF HIP GIRDER
1
1
•A0650467
Job Reference (optiona0
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al buss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23
4.4 =
5x6 i
1.5x4 II
4x6 =
3%8 =
4x6 =
6.00 12
4
5
6
7
89
• 'j 1.5x411 2a
14
0 43
44
3925 4042 1.5x411
3.8=
20 45
t9
46 1817 47 4849
3x6 = 2x4 11
2x4 II
4x4 =
3x6 =
3x6 = 3x4 11
6.8
4x6 11
Dead Load Defl. = 1/8 1,
3.611
4%4— 4x6=
0 W1111 12
3 I
55 N
2%4 1
5016 51 52 5354 15
5,3 = 4x6 11
5x8 =
0.2-0 10-3-7 1 140-8 18-0-t5 1 22-5-12 1 29-2-0 1 35J� 3&l8
3-2-0 3-0-0 41-7 3-9-7 44)7 4-a-13 fi-8-4 6-14 0.104
Plate Offsets (X Y)-
f3:0-7-2 0-1-01 14:0-1-12,0-1-121,
18:0-3-0
Edgel
f9:0-1-12 0-2-01
fl4:0-2-4,0-3-41 f15:0-3-00-1-01. (16:0-4-00-3-0] 121:0-5-8,04-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.88
Vert(LL)
-0.29 16-18
>554
360
MT20 2441190 -
TCDL 15.0
Lumber DOL 1.25
BC
0.95
Vert(TL)
-0.37 16-18
>431
240
BCLL 0.0
Rep Stress Incr NO
WB
0.85
-Hoa(TL)
0.07 18
n/a
n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
Weight: 213 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T3: 2x4 SP M 30
BOTCHORD 2x4 SP No.2 'Except*
B3: 2x4 SP No.3, B6: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W12,W8: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-2-5 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or4-10-11 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during Imes erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13 =
63610-7-4 (min. 0-1-8)
2 =
937/0-84) (min. 0-1-8)
18 =
2504/0-3-8 (min. 0-2-15)
Max Horz
2 =
191(LC 40)
Max Uplift
13 =
-394(LC 4)
2 =
-350(LC41)
18 =
-1246(LC 5)
Max Grav
13 =
1158(LC 38)
2 =
937(LC 1)
18 =
2504(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
34=-1239/503, 4-5=-12101588,
5-6 -1210/588, 6-7=850/475,
7-8=56011383, 8-9=-660/1383,
9-33=-1286/418,33-34=-1286/418,
34-35=1286/418, 10-35=1286/418,
10-36=774/471, 36-37=-774/471,
37-38=774/471, 11-38=-774/471,
11-12=726/377, 12-13=-9101293
BOTCHORD
341=-386/821, 2441=-386/821,
BOTCHORD
341=386/821, 2441=-386/821,
24-42=519/1046, 2342=-519/1046,
23-43=-518/1054, 2243=518/1054,
22-44=485/867, 2144=-4841868,
6-21=5001311, 1946=-2721130,
18-46=-272/130, 17-18=-1383/630,
17-47=1383/630, 47-48=13831630,
48-49=1383/630, 49-50=13831630,
16-50=-1383/630, 14-15=0/560,
11-14=584/527
WEBS
4-23=0/321, 4-22=-205/271,
5-22=295/226, 6-22=184/483,
19-21=-301/127, 7-21=-55411142,
1-18=-15371738, 9-18=-1434/903,
9-16=1083/2419, 10-16=786/706,
14-16=426/1206, 10-14=-572/82,
12-14=58711145
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.0psf;
h=25ft; Cat. 11; Ecp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed, end
vertical right exposed; Lumber DOL=125 plate grip
DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at -lb) 13=394, 2=350, 18=1246.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
-9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 90
fib down and 122 lb up at 24-5-12, 90 lb down and 122
lb up at 26-5-12, 90 lb down and 122 lb up at 285-12
, 90 lb down and 122 lb up at 30-5-12, and 90 lb down
and 122 Ib up at 325-12, and 90 lb down and 122 lb
up at 34-0-12 on top chord, and 230 lb down at
24-5-12, 230 lb down at 26-5-12, 230 Ito down at
28-5-12, 230 lb down at 30-5-12, and 230 lb down at
32-5-12, and 230 lb down at 34-0-12 on bottom chord.
The design/selection of such connection device(s) is
the responsibility of others.
11) 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: 14=-70, 4-12=70, 25-27=20, 21-24=20 n
15-20=20, 13-14=20
Concentrated Loads (lb)
Vert: 33--90(F) 34=90(F) 35=-90(F) 36=-90(F)
37=-90(F) 38=-90(F) 47=36(F) 49=-36(F) 50=-y36(F)
51=36(F) 53=-36(F) 54-36(1`)
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Orlando, Fl. 32832
Job Truss
Thus Type
Oty
Ply
Std. Pac./6811 El C
63184 C25
Half Hip
1
1
AO65O468
Job Reference (Optional)
%T ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:59 2015
3x4 =
Dead Load Deg. = 318 it
48 =
4x4 = 4x4 =
6
3x4 =
1.5x411
3x8 MT20HS=
4x8= l.Sx411
6.00 12 4
T 3
9
11 12
_
5. _ 8._
10- _
_ �.
n
3
N
7.5x4 II
2
V8
16
:~' l '9
of 1
. I 29 18
30 17 31
7x8=
.o
2526 20
3x8 =
15 32
14 33
4x4 I I
73
3x4 = 3x4 = 1.Sx4 II
2x4 II
4x4 = 5x6 =
3-2-0 4-88
9-3-8 14-0-e
1837
3-2-0 l 1-4-8
4-9-0 i 49-0
42-15
%0
41-9
Plate Offsets Kr—
[2:0-0-0,0-0-4], [3:0-1-0,0-1-8], [4:0-5-4,0-2-0], [5:0-3-11,0-2-4], [6:0-2-0,Edge], [8:0-0-3,0-2A], [9:0-1-12,0-1-8], [10:0-3-12,0-1-81, [11:0-2-8,0-2-0],
I13:0-3-0,0-3-01. If5:0-2-0,0-1-01.[16:05-120-4-e][19:0-2-00-0-8]
LOADING(psf)
SPACING- 2-"
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
0.32 16-17 >847 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.76
Vert(TL)
-0.54 16-17 >494 240
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.71
Hom(TL)
0.18 13 n/a n/a
BCDL 10.0
Code FBC20141TP12007
(Matrix-M)
Weight: 1281b FT=0
LUMBER --
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2'Except'
133,84: 2x4 SP No.3, B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural woad sheathing directly applied or 2-10-4 oc
pur ins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or4-2-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13 =
972/Mechanical
2 =
112610-8-0 (min. 0-1-8)
Max Horz
2 =
193(LC 8)
Max Uplift
13 =
-451(LC 9)
2 =
-410(LC 8)
Max Grav
13 =
972(LC 1)
2 =
1126(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-990/807, 34=2194/1891,
4-5=-3061/2694, 5-7=2869/2529,
7-8=-2869/2529, 8-9=-3061/2694,
9-10=316712709, 10-11=-3167/2709
BOTCHORD
2-25=-676/633, 25-26=-676/633,
20-26=676/633, 19-20=-124/268,
3-27=147411623, 27-28=-1474/1623,
19-28=-1474/1623,19-29=-1776/1936,
18-29=1776/1936, 18-30=-1790/1960,
17-30=-1790I1960,17-31=-2869/3355,
16-31=-2867/3357, 9-16=-210/301,
15-32=-265/311, 14-32=-265/311,
14-33=-117811412, 13-33=117811412
BOTCHORD
2-25=-676/633, 25-26=-676/633,
20-26=-676/633,19-20=-124/268,
3-27=-1474/1623,27-28=-1474/1623,
19-28=-147411623,19-29=-177611936,
18-29=1776/1936, 18-30=1790/1960,
17-30=-1790/1960, 17-31=-2869/3355,
16-31=-2867/3357, 9-16=-210/301,
15-32=-265/311, 14-32=-265/311,
14-33=-117811412. 13-33=-1178/1412
WEBS
4-18=1601416, 4-17=-965/1170,
7-17=-320/435, 9-17=-469/193,
14-16=93'I/'1123, 11-16=-1629/1868,
11-14=-151/251, 11-13=-160511339,
3-20=342/400
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=125 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Refer to girders) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (]t=lb) 13=451, 2=410.
10) This truss has been designed for a moving
concentrated load of 200.OI1a live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
11) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
12) Graphical pudin representation does not depict the
size or the orientation of the puriin along the top and/or
bottom chord.
LOAD CASE(S)
Standard
Job Truss
Truss Type
ON
Ply
Std. Pac./6811 El C
63184 C26
Roof Special Girder
1
1
•A0650469
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 a Oct 7 2015 Print 7.640 s Oct 7 2015 MTek
Inc. Wed Dec 23
4%4 =
Dead Load Defi. = 7/16 ii
5
4x4 = 4%4 =
s.6D tz
4x6 =
4x10 =
3x4 11
6
7
8
W1 r
t
1.Sx4 II
2
1
—
23 14 24
13
25
1211
26
27 70
28 29 30
9
4x4 = 3x4 =
3x8 =
5x10 MT20HS=
3x6 11
5x10 MT20HS--
3x4 =
417-8
8-6-0
8-7-0
72-2-8
17-1$
22-5-0
2-6-8 2-5-0 1
3-6-8
0- -0
3-7-8
1 411-0
5-3-8
Plate Offsets (X Y)—
12:0-2-0 Edgel rl2:0-4-00-0-01
LOADING(psf)
SPACING- 2-"
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.89
Vert(LL)
-0.44 10-11
>613
360
MT20
244/190
TCOL 15.0
Lumber DOL 1.25
BC
0.91
Verl(TL)
-0.8710-11
>308
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr NO
WB
0.93
Horz(rL)
0.13 9
We
We
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 1121E FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP M 30 -Except'
B2: 2x4 SP M 31
WEBS 2x4 SP No-3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 1-11-9 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 5-9-2 oc bracing.
WEBS
T-Brace: 2x4 SYP No.3 - 6-13
2x6 SYP No.2 - 7-9
Fasten (2X) T and I braces to narrow edge of web with
10d (0.131"x3') nails, No o.c.,with 3in minimum end
distance.
Bruce must cover 90 % of web length.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
9 =
989/Mechanical
2 =
112510-8-0 (min.0-1-9)
Max Harz
2 =
154(LC 6)
Max Uplift
9 =
-433(LC 7)
2 =
-051(LC 6)
Max Gmv
9 =
1462(LC 27)
2 =
1319(LC 15)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2.3=-2125/546, 3-4=1930/520,
4-5=-2115/729, 5-6=21151709,
6-19=-4911/1597, 19-20=4911/1597,
7-20=4911/1597, 7-21=-263172,
21-22=263/72, 8-22>263/72
BOTCHORD
2-23=-543/1827, 14-23=-543/1827,
14-24=-1033/2917, 13-24=1033/2917,
BOTCHORD
2-23=543/1827,14-23=-543/1827,
14-24=1033/2917, 13-24=-1033/2917,
13-25=1610/4895, 12-25=-1610/4895,
11-12=-1610/4895,11-26=-1349/4394,
26-27=1349/4394, 10-27=1349/4394,
10-28=1332/4599, 28-29=-1332/4599,
29-30=133214599, 9-30=1332/4599
WEBS
3-14=-168/944,4-13=-1181/500,
5-13= 470/1725, 6-13=-3304/1103,
7-11=297/861, 7-10=0/864,
7-9=-4505/1297, 4-14=-1354/556
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0psf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless othermse
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurent with any other live
loads.
7)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except at=lb) 9=433, 2=451.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurent with any other live loads.
11) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
12) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 73
lb down and 28 lb up at 2-6-8, 33 Ib down and 26 lb
up at 14-10-12, 33 Ib down and 26 lb up at 16-5-12,
and 33 Ib down and 26 lb up at 18-5-12, and 33 lb
down and 26 lb up at 20-5-12 on top chord, and 285
lb down at 2-6-8, 200 lb dam at 14-10-12, 200 Ib
down at 16-5-12, and 200 ME down at 18-5-12, and
200 lb down at 20-5-12 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
13) Wareing: Additional permanent and stability
bracing for truss system (not part of this component
design) is always required.
14) 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, 3-4=-70, 4-5=70, 5-6=70, 6-8=70,
9-16=-20
Concentrated Loads (Ib)
Vert: 14=A(F) 26=3(F) 27=-3(F) 28=3(1`) 30=-3(F)
MANUR MARTINEZ, P.L1l.t.w mum.am,00a,p�,dard„•.e,mw�,mr,,,w+ nme.<a.es+ue war d aao«h ,rut. n.e:ur.+ «.m�w�-Hamm,. ,ma am,t.«k,nras.ram.,,«oaatrbs a.m.ba.e,r .,a«� ew« tra .ra,q-m,um,ndMirLM,eCiEalodSma'mr,ed.®amFt n,.m�,wua,luo �. say.a,a1 s=m4anw�.r.mm�<u.o.e..aa«:s4mwm #047182
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Joh ¢ Truss
Truss Type
QtY
Ply
Std. Pac./6811 El C
A0650470
63184 C27
Hip
1
1
Job Reference (optional)
'AI -ROOF TRUSSES, FORT PIERCE, FL 34946, design@ailruss.com Run: 7.640 s Oct 7 2015 Pnnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:00 2015 Page
ID:cS2yUAsdrwV4V5rtDlW WpPzmH46-Zh1uQoVtwYlcMF304X?CMNAfZz?nMD60LIwhNoy64
4-10-8 7-5-8 12-4.0
4-10-e 2-7-0 I 4-10-8 '
4x4 =
4x4 =
6.00
Fl2
�
n
N
1
1
4
ea
tr
�Q
1p
13
14
15
t
6
1.5x4 II
5
1.5x4 II
c¢
e
3x4 =
3.4 =
410-8
7-5-6
124-0
4--10-e
2-7-0
I
4-10-8
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defi
Ltd
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC
0.53
Vet(LL)
-0.06
5-12
>999
360
MT20 2441190
TCDL
15.0
Lumber DOL
1.25
BC
0.54
Vert(TL)
-0.10
5-12
>999
240
SCLL
0.0 '
Rep Stress Incr
YES
WB
0.07
Horz(TL)
0.01
4
n/a
n/a
BCDL
10.0
Code FBC20141TPI2007
(Matrix-M)
Weight: 45 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 8-6-2 oc bmcing.
MiTek recommends that Stabilizers and required
cross bracing be installed during tress erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
555/0-8-0 (min. 0-1-8)
4 =
55510-M (min. 0-1-8)
Max Horz
1 =
-61(LC 6)
Max Uplift
1 =
-210(LC 8)
4 =
-210(LC 9)
Max Gmv
1 =
555(LC 1)
4 =
555(LC 1)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-'1=-753/688, 2-3=-611/714,
3-4=-753/688
BOTCHORD
1-13=-447/607, 6-13=-447/607,
6-14=-447/611, 5-14=-447/611.
5-15=-447/607,4-15=-447/607
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS
(envelope) and CC Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
3) Provide adequate drainage to prevent water porting.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 1=210, 4=210.
8) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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MANUEL MARTINEZ, F.E.
Rrl.
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41182
}9
TnIN*Yd-Id
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Ll
10019 COollton (it.
horlto
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6fImONY, it 32832
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Job Truss
Truss Type
Dty
Ply
Std. Pac./6811 EI C
63184 C28
Hip Girder
1
1
•A0650471
Job Reference o tional
ROOF TRUSSES, FORT PIERCE; FL 34946, design@al uuss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 Mrrek Industries, Inc. Wed Dec 2313:19:01 2015,,.Page
ID:cS2yUAsdmV4V5zIDlWWpPz H46-2uJGe7WVhstT_OdDeEWRvbissNFlScjAayg6Fyfi4r
I 3-0-0 6-2-0 1 9-4-0 - i 12-4-0
3-0-0 3-2-0 3-2-0 3-M
--"- ^�6.=1/16 i,
Io
3x4 =
3z4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(Iec)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.43
Vert(LL)
-0.31
6-7
>475
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.91
Vert(TL)
-0.39
6-7
>383
240
BCLL 0.0 '
Rep Stress Incr
. NO
WB 0.37
Horz(TL)
0.03
5
n/a
n/a
BCDL 10.0
Code FBC2014/iP12007
(Matrix-M)
_Weight: 51 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-7-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 9-10-4 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
1 =
589/0-M (min. 0-1-8)
5 =
58910-M (min. 0-1-8)
Max Horz
1 =
38(LC 5)
Max Uplift
1 =
-293(LC 6)
5 =
-293(LC 7)
Max Grav
1 =
1064(LC 15)
5 =
1064(LC 25)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-2223/466, 2-14=2032/442,
3-14=2032/442, 3-15=-2032/442,
4-15=-2032/442, 4-5=-2223/467
BOTCHORD
1-16=407/1942, 7-16=-407/1942,
7-17=-626/2200,17-18=-026/2200,
18-19=-026/2200, 6-19=-626/2200,
6-20=-090/1942, 5-20=-390/1942
WEBS
2-7=-44/972, 3-7=-294/261, 3-6=-294/261,
4-6=-04/972
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 1=293, 5=293.
8) This truss has been designed for a moving
concentrated load of 200.0lb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9)'Semi-rigid pitchbreeks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 51
lb down and 83 lb up at 3-M, IS lb down and 39 lb
up at 5-0-12, 18 lb down and 39 lb up at 6-2-0, and
18 lb down and 39 lb up at 7-34, and 51 lb down and
83 lb up at 94-0 on top chord, and 204 lb down at
3-M, 204 lb down at 5-0-12, 204 lb down at 6-2-0,
and 204 lb down at 7J4, and 204 lb down at 9-3-4
on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
11) 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=126
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-70, 2-4=70, 4-5=-70, 8-11=20
Concentrated Loads (Ib)
Standard
Vert 2=4(F) 4=4(F) 7=-13(F) 6=13(F) 3=-3(F)
14=3(F) 15=-3(F)17=-8(F) 18=8(F) 19=8(F)
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wwm�n,piammae..mawa.monk,aae.o-n,ne�uy.mf,sn��rM1p:<mdm.am..rmomn.ram==.mP®niro.r,am,.om.a,:p,rapnumrimm.emy,am.�i.un,a.pa.en�mnnh.rnmi. o.xui.m..rM.,k.e r,nea.,, MANUBMANINE7,P.E
'+kM1uar.arma�Mxm,rn.»r,ae.nM1a.,mrwrrarar"o.ne+Mo.w,.rmaa,a.e�.n.ruc swap,,.am.nwwan.Herz,Hen,wdwazw�a.rm�.rm.eum.nmro.mormraen.am.om,.a,wdna.�sw�ne.:mn.n.,rx.�v.,mnva. #U47181
,mpmuamrarz.r.wnp.apn,run.w,.n.m.,.,.mkmmpnem<n.a��nrp.mammas,r,aao,r„rz..nam�amm.�npnpp.w,eberm..asum..a..mmrnp®oaswave. mae�m,m,,,,p.,�u,.arzmmam.rmao.ryn,.rm„oNnEo�mma I0019 Charlton Or.
rnvuomauawm,nk,verzmk.tlamtlbro(mBvtln,eetlep M1nkvrbappmrn Fehee. ner,o:,oNpv6�mmblorke4iY ghugnm1m,51�kmbgbm NvnM1ubv9. a[vpev6;eetemmm.n45NYml.
(mrr^gm®1pI1A.l lvvlrrvsurllvvodnmfine;rl rep,odmeovvl�Ei, dmmem,M1nytmm,ispmE'Glee.iRr,mevpemisilorkuAllvdlnm, xvvvelYvnM1ey EL Orlando, It 32832
Job
Truss
Truss Type
OtY
Std. Pac./6811 El C
A0650472
63184
C29
Half Hip
1
[1Y
1
Job Reference o tional
AT ROOF TRUSSES, FORT PIERCE, FL 34946. design@altruss.com Run: 7.640 s Oct 7 2015 Pdnt: 7.640 Is Oct 7 2015 MiTek Indushies, Inc. Wed Dec 23 13:19:01 2015 Page
ID:cS2yUAsd.V4V5ADIW WpPzmH46-2uJGe7W VhstT_OdDeEWRvbil5NGM5bBAaygEvFy64r
1-4-0 3 7t-6-0 -0 22-3-8
fi-0-1
1-0-0I 6-0-13 � 5-5-3 1 530 I 5-6-8 �
4x4 = 3.4 = 1'5x4 11 Dead Load Deft. = 71161.
3x4= 1.5x411 3x8 MT20HS= 5x6=
3x8 =
LOAOING(psf)
SPACING-
2-0-0
CSI.
DEFL-
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL)
-0.49
7-8
>537
360
TCDL 15.0
Lumber DOL
1.25
BC 0.84
Vert(TL)
-0.95
7-8
>280
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.40
Horz(TL)
0.05
7
n/a
n/a
BCDL 10.0
Code FBC2014I
P12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No2 `Except`
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 43-5 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 4-8-6 oc bracing.
WEBS
1 Row at midpt 5-7
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
7 =
983/0-3-8 (min. 0-1-8)
2 =
1103/0-8-0 (min-0-1-8)
Max Horz
2 =
391(LC 8)
Max Uplift
7 =
-443(LC 7)
2 =
-420(LC 8)
Max Grav
7 =
983(LC 1)
2 =
1103(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
23=-1671/1238, 3-4=-1170/885,
4-5=-965/900
BOTCHORD
2-15=-1507/1420,10-15=1507/1420,
10-16=1507/1420, 9-16=-1507/1420,
8-9=-1507/1420, 8-17=-687/698,
17-18=687/698, 18-19=-687/698,
7-19=-087/698
WEBS
3-10=0/267, 3-8= 524/693, 5-8=322/434,
5-7=-995/1003
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=125
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7)' This tmss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
jolm(s) except (It=lb) 7=443, 2=420.
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nommricurrent with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
MT20HS 187/143
Weight: 124 lb FT=0
vm.u9-eLn.mm..9urm,k.Rr-H 100 nm58MR1auu1rnu9 .nnmm,nn+9nU.w..k9tnNm+ar omaiumrvar, 111dns.skn wmm. Rnn+orm,.rRwdrrormo,mr
MANUEL MABFINU, P.E
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#047182
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10019 Charlton Cie �i,
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fmppipN®1015M11.ol irvm,-Mw..ltlmua;rl.lepmdmn...bk,d.mnm,u.%rm^,ispaAZmep.iR.,mmpmm�sienh.mkl Poellm,es,Ye.veltivninetrl
Oflondo, FL 32032 '.
Job Truss
Truss Type
Oty
Ply
Std. Pac./6811 El C
63184 C30
Common
5
1
�AO650473
Job Reference o fional
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@al tmss.com
1.5x4
Run: 7.640 s Oct 72015 Print: 7.640 s Oct 72015
4x6 =
Wed Dec 23 13:19:02 2015, Page
'PCylgRoF_dndxglnJocPoRhy641
3x4 = 3x4 = 3x4 = 4x4 =
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.62
Vert(LL)
-0.30
7-9
>896
360
TCDL 15.0
Lumber DOL
1.25
BC 0.82
Vert(TL)
-0.57
7-9
>473
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.51
Horz(TL)
0.06
6
n/a
n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30'Excepr
Bl: 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or4-11-15 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
6 =
995/0-3-8 (min. 0-1-8)
2 =
110510-M (min.0-1-8)
Max Horz
2 =
170(LC 8)
Max Uplift
6 =
-385(LC 9)
2 =
-446(LC 8)
Max Grav
6 =
995(LC 1)
2 =
1105(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1812/1619,34=-1583/1488,
4-5=-1549/1452, 5-6=1771/1577
BOTCHORD
2-17=-1350/1573,9-17=-135011573,
8-9=-630/973, 8-18=630/973,
18-19=630/973, 19-20=-630/973,
7-20�630/973, 7-21=-1304/1525,
6-21=-1304/1525
WEBS
4-7=-446/572, 5-7=-374/606,
4-9=-495/605, 3-9=398/630
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
gnp DOL=1.25
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 6=385, 2=446.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES
MT20
Dead Load Dell. = 114 i1
rt
GRIP
2441190
Weight: 105 lb FT=0
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wm,o.mum.,,lmu•.�.ebro•Iwmm.•sAA,.n.,,xnutl•aG..sn�rmn'�++aim•,+emmmo�en.�.a,+..�rm�.xm,n•I..,m•i.rs.+•�a,.w•�a'�urkm.a.shame+nel,n,e.Ao•a.•hmn•nr.we+rml-tua+wmw�N�••n�••m.r��m•+. MANUEI MAYZINEZ, P.E
•a µrr.Mrua�a,[m,1,wmarw„w.,.wmanam•o..,.rt+o.M,w,ranmmmel�am+ro+.;.m,,.sammneiweietatraeuewM•.•aml. n,.an.,vox.mowmrruwam•u.,,..aem5e•.w1.,�w..:aam,M®enme.,mre+d. ti 047102
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u.,,vrdn,m„.•.e,:we,.we.x.+eM,omm•w.ae• N.,mner.np,aum.•txa mr,,,,x,lymy..;,aotwwamelP<+rs•a«Truss a[^ysa,s.•gmeu, nmpwzeam,use me<wdmml.
6"i'mQ2915 A-1 Wd lm,mA•n•d Nmimp Pl l,pdaOm axe emm,n, TO ,4_,i, Ro41nd"11. peml,dn• hm AT hdlrvme.Yov,IMenm,i P.E Orlando, Ft 32832
Truss
TmssType
oty
Ply
Std. Pac./6811 El C
A0650474
LJob
63184
C31
Common
1
1
Job Reference (optional)
AT ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitmss.com
ISx4
Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek
4x6 =
Inc. Wed Dec 23 13:19:02 2015 Page
;bYCPCylgRoF_end4gipJocPoRhy64r
3.4 = 3x4 = 3x4 = 3x4 = 3x4 =
-LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(too)
I/defi
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.62
Ved(LL)
-0.29
8-10
>933
360
TCDL 15.0
Lumber DOL
1.25
BC 0.81
Ved(TL)
-0.55
8-10
>495
240
BCLL 0.0 '
Rep Stress incr
YES
WET 0.51
Horz(TL)
0.05
6
n/a
n/a
BCDL 10.0
Code FBC20141TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30
BOTCHORD 2z4 SP M 30 -Except*
81: 2x4 SP No.2
WEBS 2x4 SP No-3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-1-11 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 5-1-6 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1113/0-M (min.0-1-8)
6 =
1113/0-M (min.0-1-8)
Max Horz
2 =
-145(LC 9)
Max Uplift
2 =
-449(LC 8)
6 =
-449(LC 9)
Max Gmv
2 =
1113(LC 1)
6 =
1113(LC 1)
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1829/1633,3-4=1600/1501,
4-5=-1603/1499,5-6=1832/1631
BOTCHORD
2-19=1281/1589, 10-19=1281/1589,
9-10=567/990, 9-20=-567/990,
20-21=-567/990, 21-22=-567/990,
8-22=-567/990, 8-23=-1287/1592,
6-23=-1287/1592
WEBS
4-8=-490/607, 5-8=-400/632,
4-10=493/603, 3-10=-399/631
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) zone; cantilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=149, 6=449.
7) This truss has been designed for a moving
concentrated load of 200.0Ib live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcunent with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels' Member
end fxiry, model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Dead Load Defl. =1/4 it
1.5x4 II
Ia
PLATES GRIP
MT20 2441190
Weight:110lb FT=O%
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mANSN.+emaixerm:m,mrrayua.engm,:rartl�o.en,aamenmmn4.deem.mr myoewna:a,,.4adariecme ®calmtlmx q,mr.eamt negw..mda.mane..gceuwater,.n,:d+ayrmds q,,mM.,:mwm..mhmawoeem. #047182
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(epplgM®9015 A hdw„n. ueeedumnmzpt A.] Orlando, R 32632
Job Truss
Truss Type
ON
Pty
EI C
63184C32
Hip
1
1
�Pao./6811
AO650475
Jo tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(ma
1.5x4
Run: 7.640 s Oct 7 2015 Pant: 7.640 s Oct 7 2015 Mifek
4x4 = 44 =
Inc. Wed Dec 23
3x6 = 3x8 MT20HS= 3.6 =
3x4= 3x4=
LOADING(psf)
SPACING-
2-M
CSI.
13EFL
in (too)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.83
Vert(LL)
-0.3411-16
>801
360
TCDL 15.0
Lumber DOL
1.25
BC 0.71
Ved(TL)
-0.61 11-16
>448
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.23
Horz(TL)
0.05 7
n/a
n/a
BCDL 10.0
Code FBC2014/7PI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-2-13 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 7-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
1113/0-M (min.0-1-8)
7 =
1113/0-8-0 (min. 0-1-8)
Max Hom
2 =
-132(LC 9)
Max Uplift
2 =
-443(LC 8)
7 =
-443(LC 9)
Max Gmv
2 =
1113(LC 1)
7 =
1113(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-161311456, 3-4=1262/1189,
45=-106611148, 55=-1262/1189,
6-7=-1613/1456
BOTCHORD
2-20=1068/1367, 11-20=-1068/1367,
10-11=-589/1066,10-21=-589/1066,
9-21=589/1066, 9-22=-1071/1367,
7-22=1071/1367
WEBS
3-11=394/598, 4-11=288/348,
5-9=-287/348, 6-9=394/598
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C; for members and forces &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
mfation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load noncencument with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except at —lb) 2=443, 7=443.
9) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurtent with any other live loads.
10) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Dead Load Defl. = 1/41,
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 109 lb FT=0
xm®prxmma..parm:m.m.-u ppw5rntF5fssnr1pMupmpsr(wpmpnpmipmfpmlplA<oovlmon5rrrmm mapeap.pn�m..I,ne..moronirm,oniro�.:pMo)wro.Immm,Aaxrt.uknn.sam�.m..� uimwmiumrtena.ioo,nir
MANUEL
m*alam,pxin:maeewabmnoowo,..r4 a:.u.no.�.i+o•.,f use.wari.i�nLn.ua.,.nmo,m.um..n�.p�.dmwm:,w.m.w:n,wnynatrykm.ew.am,:pe5a,:e4me.n.mnnn.,d�ml. ive<:p.n�ri:n,xm:p<mra.n,
MAN7INEZ, P.E.
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#047182
nmmnnaham.paa:ppeapm,.oew�wen. Ap.rc,mea:aeapneimp,mm.,Rep®e<rn.ln,e+um.rwmnlmmmm,0nnwacaahmomawp.n,a.,.n.a1„r,.n.lp�an... mlam.a,nw�.,..uewx,nan.no<nse.+.mnp,dnupx.,a,e
10019 ChorNon Dr.Ira,Ym,AWvv,oep,iMn.rv.kfinelhyofMtlngvlupnlanXa51ro1pmfiv6reM1eL
Renm MyelgixnnpOtMbifg4igeu vlmf Sy,mbmwc gW5g N(opEd:eenm,venkbnlbiM1S.
(epnipM®1e15 A 1 fool imm.,Meneatln Mrl.lop,odaeioeelmi,dmmm,iovrypmm,ivproNtilM nmmneppvmismmkn Mi [ml5rvvn�YoouelYmeerypl
OdWo, Fl. 32032
Job Truss
buss Type
Std. Pac.(6811 EI CC33
A0650476
Hip
7QtyPly
1
Job Reference (optional)
'A ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.cem
1
4.6 =
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015
4x8 =
Inc. Wed Dec 23 13:19:03 2015
4.4 =
3.8 = 3x4 = 3x4 = bz4 =
.LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.91
Vert(LL)
-0.19
9-19
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.98
Vert(TL)
-0.34
9-19
>789
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.16
Horz(TL)
0.06
7
n/a
n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 20A4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
111310-M (min.0-1-8)
7 =
1113/0-S-0 (min.0-1-8)
Max Horz
2 =
-109(LC 9)
Max Uplift
2 =
-417(LC 8)
7 =
-417(LC 9)
Max Grav
2 =
1113(LC 1)
7 =
1113(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1698/1483,34=-1448/1298,
4-5=-1262/1246, 5-6=1447/1298,
6-9=-1698/1483
BOTCHORD
2-20=1116/1454, 11-20=-111611454,
10-11=786/1261, 10-21=786/1261,
9-21=786/1261, 9-22=-112211453,
7-22=-112211453
WEBS
3-11=247/416, 4-11=1671337,
5-9=-168/392, 6-9=-247/415
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cal. 11; Exp C; Encl.. GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;GC for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL--1.25
3) Provide adequate drainage to prevent water
pending.
4) Plate(s) atjoint(s) 1, 4, 5, 8, 2, 11, 3, 9, 6 and 7
checked for a plus or minus 0 degree rotation about its
center.
5) Plate(s) at joint(s) 10 checked fora plus or minus 5
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except W-11b) 2=417, 7=417.
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcumenl with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Dead Load Did. =118 i!
PLATES GRIP
MT20 244/190
Weight: 112 Ib FT = O
xmka.px.nyn.yarn.rt.m,-u r MANIIEL MARTINET, 1`1
sm..m,.,phMJeOkwdlrJ,TOO.E.,dd. 1,elm.0eyc[,gnen(u,Sp,CrybymnlervdneyNO,epnmhmmp!®edMpidnilmo!eep,mgmpndtryla OekJgeYAevgRi�nrdepkewJnNOmlr,wk,Rtt Rede,iymwmp6w5YoRng,md0m,
iiebtJrd.n.nMLn.MuerWdi, h a. m,,TdOnU."',An0.... #D47182
! rt+pm�ARrdMli4gOngonveL4mu�n.Irmk,M.aude100ml Repnm,ezotl pnkGm Ahlm'evg(u�pounkhryldm.w6mpn11podfdddr111W UGmrnhrcm.dlm pvndgnfems,111.I kfinevMmpn�TWr,Mh2nd0e1ron Aeugeer,irvukdpnWpoeneM 10019(Ilorhon(if.
im,amo!.m,n.wnmm�mkene%.rmo.n.n<A.p.annw %mwk.e,d.,t n,r,.nw,q.pti•„�:uoirt.rwwkrmx� nuwinemNmnm.np. w(we.xeeu�., n..: e.rmeaint
rpg,ieu®tgissnm0m„n.am.d�mnaet.r.p,m.nimmd�ee�m,i.mgM,,i,p,.eian.a.gt.,mmpnmi.,io.trpme-i rmna:rm-wm.dren�o.�rt Orlandy, FL 31R32
Job Truss
ype
Oty
Ply
Std. Pac./6811 EI C63184
C34
irder
F
1
1
�A0650477
Job Reference o tional
AT ROOF TRUSSES, FORT PIERCE, FL 34a45, design(g)a1 Wss.00m
Ora =
Run: 7.640 s Oct 72015 Print 7.640 s Oct 72015 MiTek Industries, Inc. Wed Dec 2313:19:03201 ,.Page
ID:cS2yUAsdmV4V5ztDIWWpPzmH46- GR12pYIDT7BDinbmfYv_Oo3VBWZSxT1G9L-z7y64
4x4 = 1.5x4 11 3x4 = 3x8 MT20HS= 4x6 11 1.5x4 11 3x6 =
5%8 =
35-3 6-2-0 114-0 160 19-2-13 22-8-0
3S3 I 2-8-13 5-2-0 5-A0 2-8-13 35-3
Dead Load Deg. = 1/4 ii
Plate Offsets (X.Y)-
(2:0-1-12 Edgel. f4:0-5-4 0-2-01
16:0-5-4 0-2-01,18:0-5-12,Edae1
112:04-0,0-3-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.99
Verl(LL)
-0.2511-12
>999
360
MT20
2441190 -
TCDL- 15.0
Lumber DOL 1.25
BC 0.96
Vert(TL)
-0.45.11-12
>603
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr NO
INS 0.58
Hoa(TL)
0.10, 8
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
(Matrix-M)
Weight: 121 lb
FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP M 30 -Excepr
B2: 2x4 SP M 31
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-3-13 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-2-10 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
176410-M (min. 0-2-1)
8 =
1906/0-M (min. 0-1-14)
Max Horz
2 =
-86(LC 36)
Max Uplift
2 =
-898(LC 6)
8 =
-977(LC 7)
Max Grav
2 =
1764(LC 1)
8 =
2271(LC 31)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=3092/1551, 3-4=3181/1578,
4-24=AO7511824, 24-25=-0075/1824,
5-25=-4075/1824, 5-26=4075/1824,
26-27=4075/1824, 6-27=4075/1824,
6-7=-3852/1581, 7-8=432511746
BOTCHORD
2-28=-1360/2718, 15-28=1360/2718,
15-29=1360/2718, 14-29=136012718,
14-30=135612867, 30-31 =1 356/2867,
13-31 =-1 35612867, 12-13=-135612867,
12-32>1298/3502, 32-33=129813502,
33-34=1298/3502, 11-34=129813502,
11-35=-144613809, 35-36=144613809,
10-36=1446/3809, 10-37=-1446/3809,
8-37=1446/3809
BOTCHORD
2-28=1360/2718, 15-28=1360/2718,
15-29=136012718, 14-29=1360/2718,
14-30=1356/2867, 30-31=135612867,
13-31=1356/2867, 12-13=1356/2867,
12-32=-1298/3502, 32-33=129813502,
33-34=-1298/3502, 11-34=129813502,
11-35=-1446/3809, 35-36=144613809,
10-36=1446/3809, 10-37=1446/3809,
8-37=1446/3809
WEBS
3-14=1381254, 4-14=1421586,
4-12=512/1522, 5-12=-677/605,
6-12=511/84(5, 6-11=136/1225,
7-11=-567/248, 7-10=109/595
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL-5.0psf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4)All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s)1, 4, 6, 9, 2, 3, 15,14, 12, 51 11.
7, 10 and 8 checked for a plus or minus 0 degree
rotation about its center.
6) Plate(s) at joint(s)13 checked for a plus or minus 5
degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcunent with any other live
loads.
8)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle M-0 tall by 2-M wide will fit between the
bottom chord and any other members.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except fit --lb) 2=898, 8=977.
10) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
11) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
12) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 71
lb down and 101 lb up at 6-2-0, 92 lb down and 122 lb
up at 7-0-12, 90 lb down and 122 lb up at 9-0-12, 90
lb down and 122 lb up at 11-0-12, 90 lb down and 122
lb up at 13-0-12, and 90 lb down and 122 lb up at
15-6-12, and 112 lb down and 122 lb up at 16-6-0 on
top chord, and 276 lb dawn and 146 lb up at 6-2-0,
230 lb down at 7-0-12, 230 lb down at 9-0-12, 230 lb
down at 11-0-12, 230 lb down at 13.0-12, 230 Ib
down at 15-0-12, and 230 lb down at 16-7-4, and 710
lb down and 229lb up at 18-7-4 on bottom chord.
The design/selection of such connection device(s) is
the responsibility of others.
13) 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 4
Uniform Loads (plf)
Vert: 14=-70, 446=-70, 6-9=-70, 18-21=-20
Concentrated Loads (lb)
Vert: 4=42(B) 6=-90(B) 14=-276(B) 12=-36(B) a
5=-90(B)11=36(B) 24=90(8) 25=-90(B) 26=-90(B)
27=-90(B) 30=-36(B) 31 =-36(B) 32=36(B)
34=-36(B)36=-372(B)
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MANUEL MARBNEZ,P.L '..
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#047192
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IBB1P (I(Of110p (i(.
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Orl4ndo,R 3T02 '..
Job Truss
Qry
Pry
Std. Pac./6811 El C
AO650478
63184 CJ1
�Trussrype
Comer Jack
12
1
Job Reference (optional)
'Ai ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
1.5x4
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek Industries. Inc. Wed Dec 23 13:19:04 2015
.LOADING(psf)
SPACING-
2-M
CSI.
'EFL.
in
(Icc)
I/deg
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Ved(LL)
-0.00
8
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.05
Ved(TL)
-0.00
8
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No-2
SOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 0-11-11 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Inslalla[ion uide.
REACTIONS. (lb/size)
3 =
3/Mechanical
2 =
187/0-M (min. 0-1-8)
4 =
-10/Mechanical
Max Horz
2 =
63(LC 8)
Max Uplift
3 =
-7(LC 8)
2 =
-95(LC 8)
4 =
-10(LC 1)
Max Grav
3 =
47(LC 14)
2 =
286(LC 13)
4 =
199(LC 17)
FARCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult-170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf;
h=25ft; Cat. It; Exp C; End., GCpi=0.18; MWFRS
(envelope) and C-C Exledor(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
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) 3, 2,4.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 7 lb FT = 0
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MANUEL MADINEI, P.E
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MenellY+bnrMnrl.dbrutleny,nAdryd MO.m,RrO.niewPoniudepnln Mlarykupn.:MimOedMnCMI1CMb,dkkslrokvtlml.IbypnddbNOedgfi.an,dtlnfm+,Ide6rlvRvr,slmge,m9AeuanlA.u.y JAbdr
#Nl]I9i
!uedAy
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10019 Civilian (it.
ImiYMume,nYnvrtnmiefntl lye(n9vOmprtlep.4nhrlrJpolrt,Y.AeL aeLnvvey.Fgge4nutl01M1Arq Gyenwlm...... geenlmvq bv4ul. Y(vpldxCttm,rtenleFmlielM1l.
Orlando, R. 32832
(epMpll®IDa411vvl1rmurYnvdYnmux,Pl LyvdmiavllY,dwmv„Yvrylmm,i,padmild.iOneEuvR�o+Jvv6e.lq lvvllns�aAamlYvnin¢PC
Jab Truss
Truss Type
Dry
PN
Sid. Pac./6811 El C
63184 CAG
Comer Jack
2
1
•A0650479
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, deslgnQaltmss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:04 2015.Pgge
ID:cS2yUAsdMV4V5ztDIV WpPmH46ST_PG9Y0_nG2mMoJN38XDKOObVN12EcGwuvWay641
-14-0 9-11-11
1-0-0 1 0-11-11
3x6 It
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
(Joe)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.35
Vert(LL)
-0.00
8
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.05
Vert(TL)
-0.00
8
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC20141TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Leff 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 0-11-11 oc
purins.
SOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
-3/Mechanical
2 =
20110-M (min. 0-1-8)
4 =
-18/Mechanical
Max Horz
2 =
84(LC 8)
Max Uplift
3 =
-9(LC 8)
2 =
-94(1-C 8)
4 =
-18(LC 1)
Max Grav
3 =
43(LC 14)
2 =
292(LC 13)
4 =
196(LC 17)
FORCES. (III)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterier(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100111 uplift at
joint(s) 3, 2, 4.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
8)'Semi-dgid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 8111 FT=O%
tlmoyhm•0rrugNrrn'nr6v"4110NIrt54f{9Wr3Gtll141nYit(OYOmOYf (OSIONr1911111(nOvlOaRn"bn rnAdeygnenm MretloeMa Rn lm,0eye0v'v�9MtlivdYel�IrmtiveL ll.lehrew•4n Wu Ytln+eOn•i.umel•rdengJY
NANIIEL MANEINEZ,PE
m�drmra.Ibmumwwn.n.mohY•ru4 a.nm4,gvbynuf ,slneorror.rbm,ra.nImo,elrn<m+....Yh.rau.pdnaourr'mmynym.a�evnm.dry.am,.Yhun,drre.d.mlw®ry.Wv mtlserennmlw,,h.�rr�'m,.L
M1gpmJAfE•IOAdwrfiMory 0 ant.Lm U.4 Mkd0.
#047182
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"a—u rdd lifel0r+'qv+ol4menn.4vmrmenhM10LN0eprnrwe+rbptlEr4erIWYn16'ep(..ywegfeleryidmmoXe•pnlfµ16r6NFInoW4aa.rd<rnedingmnelgatw•. RHdefienro.rewvli4+W44+dMlin+higen,Im+4siOhF.rrM
10019 (A a rNon (if.
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arai'MOT115411oelrnwrxmodtlm4•prt 4pedumeedau,dmmeu,meghm,hpd bad.i4• Pn W.fi-kl WrmuYAm'DWIm'M
Orlando, R. 32837
Job .
Truss
Truss Type
Oty
PIY
Pac./6811 El C
A0650480
63184
CJ3
Corner Jack
6
1
IStd.
Job Reference (optional)
At ROOF TRUSSES, FOR] PIERGE, FL 34946, designaaltruss.com
Run: 7-640 s Oct 7 2015 Print: 7.640 s Oct 72015 MiTek Industries, Inc. Wed Dec 2313:19:05 2015
.LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(loc)
I/dett
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
-0.01
4-8
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.24
Vert(TL)
-0.01
4-8
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
2
rue
n/a
BCDL 10.0
Code FBC20147rP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
73/Mechanical
2 =
25510-8-0 (min. 0-1-8)
4 =
28/Mechanical
Max Horz
2 =
123(LC 8)
Max Uplift
3 =
-68(LC 8)
2 =
-109(LC 8)
Max Gmv
3 =
73(LC 1)
2 =
328(LC 13)
4 =
224(LC 17)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1)Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsh, BCDL=5.Opsf;
h=25ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
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) 3 except (jt=1b) 2=109.
7) This truss has been designed for a moving
concentrated load of 200.016 live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads -
'Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 14lb FT=O%
y.dmr t*emommyma„m.Am-LI rdornuamasuwlaaluimaidmaamdndmlaul(1uYk17dfaalima9rrr.m re4k0p vmd,nml.ulmm.,64Trmvm,P rmg;mry.elme kmm!11 11..leh,mmet,led.,e.,. meu.mv.iu,med..eemgwr
mlanm,an Pwe„eml...dt.m.lou m o< nKh.T.,may,a.,ae,( , Sv.,;mrryanl&"am Mp,ep.wi,..u�m.. aum ndewmdi es.vir,rm m4116 ImAmie tlm.wgrt lrmserimd w melw®ry,Ma nu. lu dnipms.pwm,i�, wmaim, MAHUEI MABfINEZ. P.E.
!mimti6rydm. 44mim,t matminl'nb.,rgnuaryd Rea.xi,MC.oei.wM,'v.doge.ium.W,Mien,ade,niendif,e1C6,ILA.bwlleddq,ede.dn4l. Meppndd& 0 W... W.. rid.i,m,o6faalad4g,m,.g.,im am.460,"kM #047107
n.mW11do- W6, mym mdrmmm. a m,n,n mtuamin Wd P.dinmmdpddmmv.tliU Weg[mmpmeow,M dmmmbelrnprmW5.1b'MmI9Gm,mh..W.,pnertlgvid®e. M4 kmu tlampnbaae... Iduxe,m6.ti.nmu9.n,L.. 4,vimbglm.md
1m.Y .n,.b,.mmenY der ddr.dmmdmy,dmp.m."4d,vfivWmha rmamndedyr m.b1QFilm dmgm,m m1n,o mmtm.nl.maemm+olni_ 10019 Chorllon Cir.
rap ,WC a01511mdT.,u,AmmuelxumgPA).,dorm.alNis dimma,inm/Imm,israhlitdribmft,emisov him4l led lrvmrNmmelltnm,pit, 0rlanda,FL32837
Job Truss
Truss Type
OtY
PN
Sid. Pac./6811 EI C
^A0650481
63184 CJ5
Corner Jack
q
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(galtruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23
3x4 =
411-11
I
LOADING(psf)
SPACING-
2-0-0
CSI.
DEF.L.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Veri(LL)
-0.05
4-8
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.49
Veri(TL)
-0.08
4-8
>710
240
-
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
HOrz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 20 lb
FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
128/Mechanical
2 =
36110-M (min. 0-1-8)
4 =
46/Mechanical
Max Horz
2 =
185(LC 8)
Max Uplift
3 =
-120(LC 8)
2 =
-146(LC 8)
Max Grav
3 =
128(LC 1)
2 =
388(LC 13)
4 =
241(LC 17)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) zone; cenfilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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 (jt=1b) 3=120, 2=146.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
8)'Semi-rigid pitchbreaks with fo(ed heels- Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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MANUEE MARTINEZ, P.E.
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ii Ad%IAi
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IAA19(IlAdton Or.
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Orlando, R 32832
Job .
Truss
Truss Type
DN
Pry
Std. Pac./6811 El C
63184
CJ5C
Comer Jack
2
1
A0650482
Job Reference (optional)
Al ROOF TRUSSES, FOR PIERCE, 1-1-34946, design@altruss.com
2x4 =
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek
Inc. Wed Dec 23 13:19:05 2015
.LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
IJd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
0.04
6
>999
360
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.49
Vert(TL)
-0.05
6
>999
240
SCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Hoa(TL)
0.01
5
n/a
We
BCDL 10.0
Code FBC2014/71312007
(Matrix-M)
Weight: 22lb
FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2'Exmpt'
B2: 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 cc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
105/Mechaniml
2 =
34310-8-0 (min. 0-1-8)
5 =
88/Mechanical
Max Horz
2 =
185(LC 8)
Max Uplift
4 =
-84(LC 8)
2 =
-134(LC 8)
5 =
-41(LC 8)
Max Grav
4 =
101 1)
2 =
378(LC 13)
5- =
256(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
BOT CHORD
2-12=-254/192, 7-12=254/192
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces $ MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This tmss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads. _-
4)' This truss has been designed fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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
joints) 4, 5 except (jl=1b) 2=134.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xmul.r memmeerma,.rrimu"I loolmnusnnullminnnvlumwonionrmlomrrum1emorunevm'roam rmipary.pmemimnar..a minnma+rm+orry.on.sllml rrenrre.mlllmfiem,rilrurrn.wnerm,rrn a.ernm<r.Mnmrennrtm,wr MANUELMART110J.1.
kM mumbllmn"m mill. 1,11) EemM nden,
eitlirymxuueliMimrMglopiopn0.nyoeri'4111Ar0.ni,ME.mirniEsir.lapniv 0.rmldykyen.n4nwr.�dArtmC�411CM4WEuid.lMndRLI.IpegprvelJMelWdmrr�IlmdiMlrmr,idiiegAodGgJmryr,uuA.unmlpmy,Jvpbm. #047182
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Irro Ymdmm,nYv+eMrix4lmNhe[nl,NvpinlThnOypl vOpmRn YreM1.t NlrmvpeyeFjeenbrpl0.1ep3,10.uyrom ml,netl,InNgnn ImurYilbr. Y(rylmrelttm,..nl,rm11e1M1.
nppi&QNI5l l ledtnmrxmod Ymrtv.pll )epeeroue.draidoomm,amylvm,4peddnetlri8.rinnpn.emmhem411edtmnn YomdYnmmyLL 6rlanki, 1t 32832
Truss
Truss Type
Qty,
Ply
Std. Pac./6811 EI C
r6031b 84D01
Common
1
1
NA0650483
Job Reference(opt'o all
Al KUUF IKU5Jt5,FUKI PIEKGE FL34 b,designgaltruss.com Run: 7.640s Oct 72015 Print: 7.640 s Oct 72015 MiTek Industries, Inc, Wed Dec 23 13:19:06 2015*Page
ID:rS2yUAsdMV4VSeDIW WpPzmH4fi-0r69hmeVOWI4AWARo6=QfyO_BmoxvjEN?aSy64r
-7<-0 4-11-3 9S6 13-11-9 18-10-12 20-2-12
1-0-0 411-3 44i-4 4-6-3 4-11-3 1-4-0
t5x4
1
4x4 =
3x6 = 7x10 MT20HS= 3x6 =
Dead Load Deff. = 118 it
LSx4 II
jo
91M
18-10-12
'
919£
9 5.6
Plate Offsets (X Y)=
(2:0-0-0 0-0-41 14:0-2-00-2-41
I6:Edoe
0-0-41
LOADING(psf)
SPACING- 2-M
CSI.
DEFL,
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL)
0.36
8-16
>628
360
MT20
244/190 -
TCDL 15.0
Lumber DOL 1.25
BC 0.80
Vert(TL)
-0.38
8-13
>595
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WE; 0.69
Horz(TL)
-0.04
6
n/a
n/a
BCDL 10.0
Code FBC2014/TPl2007
(Matrix-M)
Weight: 89 lb
FT=0
LUMBER -
TOP CHORD 2x4 SP M 30
SOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlms.
BOTCHORD
Rigid ceiling directly applied or4-0-11 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation Guide.
REACTIONS. (lb/size)
2 =
944/0-8-0 (min. 0-1-8)
6 =
944/0-M (min. 0-1-8)
Max Horz
2 =
-123(LC 9)
Max Uplift
2 =
-525(LC 6)
6 =
-593(LC 6)
Max Gmv
2 =
944(LC 1)
6 =
944(LC 1)
FORCES. (fib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1357/2498, 3-4=1007/2135,
4-5=-1007/2135, 5-6=-1357/2497
BOTCHORD
2-17=-2057/1159, 8-17=-2057/1159,
8-18=2061/1159, 6-18=2061/1159
WEBS
4-8=-1526/533, 5-8=-383/650,
3-8=-383/651
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; cantilever left
and right exposed ; porch left exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load noncencument with any other live
loads.
6) ` This truss has been designed for a live load of
20opsf on the bottom chord in all areas where a
rectangle 3-6-0 Lall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at —lb) 2=525, 6=593.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xmo:p:rwuunwymrrntr.m'Ml roof npmryunl, eCleulaY[smnpinox(m,ouPfdNalAmomtoaulrkrm..endrenyer=ern+eY,e[d..Mndprm,p[yaa..glmo)ru[Iladxenuer2 Pd.rm.9:mbd.r..n. mdn,[on.ivam[Ammm0.s
Pird,emenn rm:s,bpkreelndeloom:,.pae.un,pnpuy.of=, sw�mnuP..nln:rrm..®rrppr.p<rrm[..rrgw�.am.xdn,ienny [[rymx�thryl.m.dnindm. �pefrn,drp,nd..mmp.ry.r[rml. me[rx. n,..pem.I..mro,..�.n,h aANNEL MAREINEZ, P.E.
rmarrnrdisrw„dn=molar+yxror,.w.apsird�rp,n�,o<o..r,..Are,iaeogmvm.Pu,pc cp.n.:m„mnidA<ncn.ur.alnde.aed,e[.arnl. nryy..ma,e.ropwnrsrm.,,rim.nn,,,.nr�dAndoy,w,p.,he.o[�.o.exe;admbnr #047182
! rnprn 3fiMYddrld(iypni9.n[od[mnMn. Nenerurrhgrropr&Ironin,r9.�[4nndi4 ropbop[omlr^MStlq/Idwmp6onpulwSMfoR ej LdnerzhisuedMpndrdemv[.Inl rid m[,[,pn,ux,..dear,ex.norrp„q.n,n,,,p„g.ms.,[,.,�d 10019 (horlton Cir. irnrYmilgma, mrntetXerrt.[eefwed trr[[NrMegropnpnifm9 Erdlpmfnhedre6 hl�vrvp.xgobginnhlWlM Wdfmroeigm rlmsSWrntryren Ye awe:p. mr.pea:,eernr..ndana:m i. Orlando, FL 32833
(omigAl®fold Ml Wdrrvm,-Yanueltlmnoryl.E Pepmdvnwol%h domm[d,is[erh,ispoAiEnedrM,rnmepnmsvenfrm MlPr Lug[nWeuelxm'mgr2
ob ,. Truss
Truss Type
CITY
PIY
Std. Pac./6811 El C
A0650484
[63184�D02
Common
5
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.aom Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 72015 MiTek Industries, Inc. Wed Dec 2313:19:06 2015 Page
ID:cS2yUAsdmV4V5z1DlW WpPzmH46-Or69hmeVOWI4AWARo6meQbL0_motvjEN?aSy64r.
411-3 9S6 13-11-10 18-10-12
4-11-3 46-4 I 46-3 I 4-11-3
3x6 =
4x4 =
7x10 MT20HS=
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(Inc)
I/deb
Ud
TCLL 20.0
Plate Grip DOL
1.26
TC 0.96
Vert(LL)
0.38
6-9
>601
360
TCDL 15.0
Lumber DOL
1.25
BC 0.81
Vert(TL)
-0.39.
6-9
>577
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.70
Hoa(fL)
-0.04
5
n/a
n/a
BCDL 10.0
Code FBC2014/
PI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or3-11-5 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
85010-8-0 (min. 0-1-8)
5 =
85010-M (min. 0-1-8)
Max Horz
1 =
-117(LC 6)
Max Uplift
1 =
-472(LC 6)
5 =
-564(LC 6)
Max Gmv
1 =
850(LC 1)
5 =
850(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when Shown.
TOPCHORD
1-2=-1365/2506, 2-3=-1012/2144,
34=-1012/2144, 4-5=136512506
BOT CHORD
1-13=-2126/1168, 6-13=-2126/1168,
6-14=212611168, 5-14=-2126/1168
WEBS
3-0=-1536/536, 4-6=-387/651,
2-6=-387/651
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Dpsf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope)and C-C Extenor(2) zone; cantilever left
and right exposed ; porch left exposed;C-C for
members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.25 plate grip DOL=1.25
3)AIl plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load noncencument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 1=472, 5=564.
8) This truss has been designed for a moving
concentrated load of 200.0I1b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Dead Load Defi. =118 ii
Iv
3x6 =
PLATES GRIP
MT20 2441190
MT20HS 1871143
Weight: 81 lb Ff=O%
xmv:y.re.wo..yeh,...m rimwnmselmurinumtlnurtwomoiaconoiurfr�rlumintotterraa r.rice.y.pmanmd,emumnm,rv.,omy.m..ypoclwwr..awrsuyrtr.m...mme.l..x oan:.v�.r....e.m.mo wh MANOEE MARTINEZ, P.E.
sid�n.r>ma+NrwaaNa.loosN.ma I,olm,ang.eyiaoC.sp,mrha�.l4..d..nlw,rn..b.avao�a•ram.r�.rna.d.mmer�.o.l�rlaeee,aqeaamral,nleepmaum.loo.h..dnmi. a.eeayn*.wr.sues.r..eo.n
.n+uh..e..aia,lm,l..nlba.rnn.�•w��nprmn.o.. e,a..r,..n,m,e.s... ro,ramnr..,.a.,.maditi<irc�nem,.awac na..wm�lm.rw..dmn.mo.m.ru.wwam.u.,x:urwIdd,d n......4,,o,..dmwy,,waw #017181
J ,.,..msay.lm,wc.roar....arum.m. u.m,.,woa.too..en.r.mll.mr:e,a..en.easlm.w.nx!m�dw.m�e.nMwacmahm..euu.e.t<,<..ewa.,,drn...rule.a,.,m.,.,w.�u�...al.c.:.rm.n.,,oms..,u„�oe,y.ms a,.a 10019 Charlton Gr.
Ira,YadWm.,o.Iw.Ro.iu&Nod by. (ahad.y,neryu N oo"bY 4Fmfi koket N1nn WJp 6,., i, ON k4b, N,igai a4n,flA. hgo..da Moudd, 0(.pb6 dtek nm l5ueklm.
Napi,b1Q8614hdr..a.w..aumr.nr.r.upm.n..dmae.,®wi,m..ym.,ilw.manor.eeam.ap.ae,a..tr.aelmdr.l.l. u...IN .crt Orlando, Fl. 32832
Job
Truss
Type
Oty
I lY
EI C
63184
E01
FZOSMSmon
4
1
7dPac../.(811
+A0650485
(optional)
At ROOF TRUSSES, FORT PIERCE, FL u4945, design@altruss.com
Run: 7.640 s Oct 7 2015 Print: 1.540 s Oct 7 2015
414 =
3.6 11
31,6 11 3x8 = 1.5x4 11 4x4 II
Inc. Wed Dec 23 13:19:06 201
to
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.34
Vert(LL)
-0.02
9-10
>999
360
MT20 2441190 -
TCOL 15.0
Lumber DOL
1.25
BC 0.40
Vert(TL)
-0.02
9-10
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.17
Hou(TL)
0.00
9
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 781b FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 `Except`
W1: 2x6 SP No.2
OTHERS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3
Right 2x4 SP No.3 1-6-0
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
11 =
710/0-8-0 (min. 0-1-8)
9 =
523/0-8-0 (min. 0-1-8)
Max Horz
11 =
259(LC 7)
Max Uplift
11 =
-344(LC 6)
9 =
-232(LC 6)
Max Grav
11 =
710(LC 1)
9 =
578(LC 29)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
3-4=-567/478, 6-7=262/404
BOTCHORD
2-21=359/644, 11-21=-359/644,
11-22=359/527, 10-22=359/527,
10-23=-298/272, 9-23=-298/272,
9-24=298/272, e-24=-298/272
WEBS
4-11=-616/1007, 6-9=-474f714,
4-10==186/369, 6-10=-21M96
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ; end vertical left and right exposed;
porch left exposed;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except at -lb) 11=344, 9=232.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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Job
truss
Truss Type
Ply
Std. Pac./6811 El C
A0650486
63184
EGS
Monopitch Girder
�Qly
1
1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek
-LOADING(psf)
SPACING-
2-M
TCLL
20.0
Plate Gdp DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0 '
Rep Stress Incr
NO
BCDL
10.0
Code FBC20141TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except'
W3: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-7.6 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
1721/0-5-8 (min. 0-2-3)
2 =
74010-M (min.0-1-8)
Max Horz
2 =
185(LC 6)
Max Uplift
5 =
-845(LC 6)
2 =
-318(LC 6)
Max Grav
5 =
1870(LC 17)
2 =
984(LC 14)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-1562/421
BOT CHORD
2-10=-473/1389, 2-11=-474/1392,
6-11=-474/1392, 6-12=-474/1392,
5-12=-47411392
WEBS
3-5=-16591565, 3-6=38311535
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
2x4 11
4
3x4 = 4x6 =
CSI.
DEFL.
in
(loc)
Well
Ud
TIC 0.19
Vert(LL)
-0.02
6-9
>999
360
BC 0.47
Vert(TL)
-0.03
6-9
>999
240
WB 0.58
Horz(TL)
0.01
5
n/a
n/a
(Matrix-M)
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconctimant with any other live
loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joinl(s) except Qt=1b) 5=845, 2=318.
6) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
7)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)
1442lb down and 447 lb up at 2-7-4, and 959 lb down
and 457 Ib up at 4-10-12 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss 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 (plo
Vert: 1-4=70, 25=-20
Concentrated Loads (Ib)
Vert: 5=959(13) 6=-969(B)
Inc. Wed Dec 2313:19:072015
PLATES GRIP
MT20 244/190
Weight: 34 lb FT=O%
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MANNfL MANFINEZ, P.E.
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Odpndp, FL 32832
Job
Truss Type
ONPN
StdPac/6811 EI C
63184
EEG7
Jack -Open Girder
1
1
A0650487
Job Reference o tional
A7 ROOF TRUSSES, FORI PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:07 20154page
ID:cS2yUAsdmV4V5zlDIW WpPzmH46-slgXuBbGGiecUSM?Vdr8syy6oKNl_2yu7Z7uy64r
3-0 6 6-2-0
3-0-fi I 3-1-10
1.50 II
3
2x4 = 3x6 11 3x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.19
Vert(LL)
-0.03
4-5
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
SC 0.80
Vert(TL)
-0.09
4-5
>848
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.45
Hoa(TL)
0.01
4
We
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 30 lb FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-7-3 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1454/0-8-0 (min. 0-1-11)
4 =
1138/Mechanical
Max Horz
1 =
187(LC 6)
Max Uplift
1 =
-295(LC 6)
4 =
-329(LC 6)
Max Grav
1 =
1454(LC 1)
4 =
1138(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-1558/286
BOTCHORD
1-9=-391/1377, 9-10=-391/1377,
5-10=391/1377, 5-11=-39111377,
4-11=-391/1377
WEBS
2-4=-1552/441, 2-5=-173/1178
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 par bottom
chord me iced nonconcurreni wnn any Omer nve loads
4) • This truss has been designed for a live load of
20.0psf on the bottom chord In all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
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 (jt=1b) 1=295, 4=329.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcoment with any other live loads.
8) "Semi -rigid pitchbreaks with fixed heels Member
end fixity model was used in the analysis and design
of this truss.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 685
lb down and 12316 up at 0-8-12, and 682 lb down and
124 lb up at 2-8-12, and 682 lb down and 124lb up at
4-8-12 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
10) 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 (pit)
Vert: 1J=70, 4-6=-20
Concentrated Loads (lb)
Vert: 8=-685(F) 10=682(F) 11=682(1`)
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ftANNFL NARINEZ, P.E
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#047102
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Odondo, FL 32837
Job Truss
Truss Type
OtY
Ply
Std. Pac./6811 El C
A0650488
63184 EG7A
Jack -Open Girder
1
I
Job Reference (optional)
AT ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 2313:19:08 2015 Page
ID:cS2yUAsdMV4V5ztDIW WpPzmH46-KEEw6Xbul?mTJTgZYD84h3V74CipEprCBYs6fLy64r
3-0-6 6-2-0
' 3- 4O I 3-1-10 '
1.5x4 11
3
214 = 1.5x4 11 3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
War
Lld
,TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
-0.04
4-5
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.66
Vert(T-)
-0.04
4-5
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.22
Horz(TL)
0.01
4
n/a
We
BCDL 10.0
Code FBC2014/TPI2OO7
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
1 =
524/0-M (min. 0-1-8)
4 =
369/Mechanical
Max Horz
1 =
187(LC 6)
Max Uplift
1 =
-212(LC 6)
4 =
-282(LC 6)
Max Gmv
1 =
729(LC 11)
4 =
601(LC 17)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-744/214
BOTCHORD
1-9=-326/661, 9-10=-326/661,
5-10=-326/661, 5-11=-326/661,
1'F-12=-326/661, 4-12=3261661
WEBS
2-0=-745/368, 2-5=119/567
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
4) "This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
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 Ot--lb) 1=212, 4=282.
7) This truss has been designed for a moving
concentrated load of 200.0Ib live located at all mid
panels and at all panel points along the Bottom Chord,
noncencument with any other live loads.
8) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 283
lb down and 82 lb up at 0-10-12, and 173 lb down and
130lb up at 2-10-12, and 1731b down and 130 lb up
at 4-10-12 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
10) 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 (pif)
Vert: 1-3=-70, 4-6=-20
Concentrated Loads (lb)
Vert: 5=-65(B) 9=-222(B) 12=-65(B)
PLATES GRIP
MT20 244/190
Weight: 30 lb FT=O%
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'aglel
MANNEL MARTINEZ, P.E. ''..
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#047102
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Orlando, FL 32832
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Job
Truss
Truss Type
Oly
C63184
EG76
HalfHip Girder
1A0650489
=StdPac./6811EI
na0
Ai ROOF TRUSSES, FORT riERGE, rL.wana, cesigngai uuss.wm rcun: /.84U 5 Uct I2U15 Pont /.6405 Oct 7 2015 MTek
4x4 =
1.5x4 II
3.8 = sxa =
Inc, Wed Dec 23 13:19:08 2015
Dead Load Dell. = 1/81.
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(L-)
-0.20
4-7
>369
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.65
Vert(TL)
-0.29
4-7
>247
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.06
Horz(TL)
0.01
1
n/a
rue
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 26 lb FT=0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No-3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-2-10 oc
pudins, except end vedirals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
1 =
489/0-8-0 (min. 0-1-8)
4 =
392/Mechanical
Max Horz
1 =
125(LC 6)
Max Uplift
1 =
-226(LC 6)
4 =
-219(LC 6)
Max Grav
1 =
754(LC 11)
4 =
730(LC 15)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-sewnd gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
2) Provide adequate drainage to prevent water pending.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonwncument with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1001b uplift at
joint(s) except OV-- b) 1=226, 4=219.
8) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonwncurrent with any other live loads.
9) "Sernkrigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
10) Hanger(s) or other connection device(s) shall be
provided suRcient to support concentrated load(s) 52
Ib down and 74 Ito up at 5-7-4 on top chord, and 273
lb down and 73 lb up at 1-74, and 2561b down and
98 lb up at 3-7-4, and 219 lb down at 5-74 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
11) 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 (pit)
Vert: 1-2=-70, 2-3=70, 4-5=20
Concentrated Loads (Ib)
Vert: 8=52(8) 9=-148(B) 11=116(B)12=-24(B)
Job 0
Truss
Truss Type
Oty
PlyStd.
Pac./6811 El C
63184
G01
Half Hip
1
1
A0650490
Job Reference optional
A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com
48 11
Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek
4x8 II
4
Wed Dec 23 13:19:06 2015
Dead Load Defi. = 118 a
.LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC0.91
Vert(LL)
-0.17
6-7
>827
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.72
Vert(TL)
-0.31
6-7
>458
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
NO
WB 0.64
Horz(TL)
0.04
6
n/a
n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
Weight: 70 lb
FT = 0
LUMBER -
TOP CHORD 2x4 SP M 30 *Except'
T2: 2x6 SP No.2
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or4-1-0 oc
pudins, except end verOcals.
BOTCHORD
Rigid ceiling directly applied or4-10-1 oc bracing.
WEBS
1 Row at midpt 4-6
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
195710-8-0 (min. 0-2-5)
6 =
2508/0-M (min. 0-2-15)
Max Horz
2 =
219(LC 8)
Max Uplift
2 =
-863(LC 6)
6 =
-1417(LC 6)
Max Grav
2 =
1957(LC 1)
6 =
2508(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-12=2767/2517, 3-12=-2574/2434,
3-0=2163/2124, 5-6=679f705
BOTCHORD
2-13=2109/2142,7-13=-2109/2142,
7-14=2248/2239, 6-14=-2248/2239
WEBS
3-7=-70/266,4-7=-173/271,
4-0=-2808/2847
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult-170mph (3-second gust)
Vasd=132mph; HVHZ; TCOL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and light exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=125 plate
grip DOL-1.25
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
7) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 2=863, 6=1417.
9) This truss has been designed for a moving
concentrated load of 200.Olb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pit)
Vert 1-12=-70, 3-12=420, 3-5=-420, 6-9=-20
x..yn..m..nsr„rx.III 'u tool nm5marlunulmrr(III MANUEL MARTINE2, P.E.
•f4m.roi n0,ep<uvhuvmp6me N6.pJnmelegomsr.epm,tllryM1vme W9vdm.,ipl.imf deptrloo W IUmdl...�.�rnl. rbl,up.mvynm,bebp,wSoion,
..�vrMilt .nau.,,f.'tu6':n,,.,r„,u.opdm.a..,,III a..r,�ad. . m.eaeyhsk.,.m,,.WHOM, numIll. m.U,am.mor,.rrw.,.n:�wmalyM6N to047197
oardMqu�wr.. a.4..nMt
rm,mr.w�.,..:,,.m..,.kramk.r emm.d.n:.mrohmw�,,:.+.mnu.,o.uq.iy..,xwrme.w.rr.er.�.u.,,rru..ui.,,l..•rmw.r. urw�.amm...xo,a:ml. 10019(horilongr.
[etnirN®1rI1k14dlrmm xmwdtivmoq N. 4ped.ti.dtl:,Remm..,i.mrl.., i,pvdiped.el.,d�.pmi,um M1m 41red I ...Ynmdrma.'Pl Orlondo,FL32832
Job Truss
Truss Type
Oty
PN
Std. Pac./6811 El C
63184 GO1A
Half Hip
1
1
►A0650491
Job Reference (optional)
At ROOF TRUSSES. FORT PIERCE, FL 34946, design@al lruss.com
3x8 II
Run: 7.640 s Oct 72015 Print: 7.540 s Oct 7 2015 MiTek Industries. Inc. Wed Dec 23
5x6 � 3x4 = 2x4 II
3 4 5
439 11-11-4 12.p-0
4-3-9 l 7-7-11 12
Dead Load Defl. = 1/8 ii
Plate Offsets (X,Y)—
12:0-2-10 Edeel 12:0-2-11 0-1-11 13:0-3-0
0-0-01. 16:0-3-0 0-2-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.51
Ved(LL)
-0.20
6-7
>691
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.93
Veri(TL)
-0.33
6-7
>428
240
BCLL 0.0
Rep Stress Incr YES
WB 0.26
Hoa(TL)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC20141TPI2007
(Matrix-M)
Weight: 70 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2 `Except'
T2: 2x6 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
629/0-8-0 (min. 0-1-8)
6 =
525/0-M (min. 0-1-8)
Max Horz
2 =
219(LC 8)
Max Uplift
2 =
-225(LC 8)
6 =
-249(LC 6)
Max Grant
2 =
629(LC 1)
6 =
525(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-6701491, 34=4971506
BOTCHORD
2-12=505/490, 7-12=505/490,
7-13=505/445, 6-13=505/445
WEBS
4-0=-544/648
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=6.Opsf; BCDL=S.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 2=225, 6=249.
8) This truss has been designed for a moving
wncentmted load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconwment with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels- Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xviq l4auennrelarner4r"41 r00FIHry45(4I11(1nYpLLRln4[OMIIIeM[MWltrmnlmOxlrNF9lrfNa rnrylnAprmrtlrn M,ne,oWw M1,Im,Oniy PemrfAnvl6rYmelrmMe4rlrrMrtx.4nMb. w. poY„obnnn JPdnrM100,W( MANUEl MARTINEZ, P.E.
tile{rmmEn plAnJf brseMX.N4bkmid As.Im,Yepo Ngiwv4.,,$ridlrfryi,vlR.udnvrl4Yrepeumroertnmetlee Mdntiwlery,rvgmpnbtry46rervenJ@.iep6lnreepleeu W R9wlr,wln IM1I. hlniynwrp4o5lw5rlrpvA4w5
....adourleniin,borlrifmrbb<r.ymi61ryd0rOrm,bO.ni,Wniu/gran AnWbS,yprry.r,iile,r.4tld0r11(pAll(6.Mdldiqu4Wrv41.@eorpanldMlAOmd.grrneu dtl.Ln4�+dgAu�r44pyr,a66amadhotlyrbJlMb It0411D
mwmxrdmumrwrq.rdmmw.une,mmbmmeneap.wnrr:arc.ndtreele.rl=.r�nammw®m.Popn4smNermnevunnren..eirtrwndrm®r.��eh.rre,rr.conarm,wma,dmrm,orog.nrm,unymd.,.,.a 10019 (horllan (ir.
Im,Abwr.ortn,non.mrnwerr@eq.om.n,yray�mna..Igmrmb,b.s.,n irl,monyrbynrravarwr:wyor,yn.Im,Irre.r.rxrtmwre.�r. mrr�4..enrmnneuwablrv�.
mrvJoei®IouA•I r.,mnn„�x®.dAmmmr.,et r.rr,e.u...Ieu,e®.a,xe.yl.rm, bn.nanm�rn„mmy,a,d..nw41 mdtnw,.x.mdx.neecrt. Orlondo, FL 31D3
Truss
Tress Type
Oty
Ply
A0650492
[603184G02
Common
5
1
Job Reference (opt'ona0
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:09 2015 Page
ID:cS2yUAsdmV4V5ztDIW WpPzmH46-pOolJscWOJUKxdFl6wfJEH2AMc2_zHILPCcfBny64r%
-1-4-0 6-0-0 12-M 13-4-0�
1�1-0 6-0-0 641-0 14
-0
4x6 =
3x6 II " 3x6 II
,LOADING(psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC20141TPI2007
LUMBER -
TOP CHORD 2x4 SP No-2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
Mfrek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
63310-M (min. 0-1-8)
4 =
63310-M (min. 0-1-8)
Max Horz
2 =
-218(LC 6)
Max Uplift
2 =
-255(LC 8)
4 =
-255(LC 9)
Max Grav
2 =
633(LC 1)
4_ =
633(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-699/504, 3-4=-699/504
BOTCHORD
2-16=1241488, 7-16=1241488,
7-17=-89/383, 6-17=-89/383,
6-18=140/488, 4-18=140/488
WEBS
3-6=-88/366, 3-7=-88/366
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
CSI.
DEFL.
in
(loc)
1/defi
Ud
TC 0.65
Vert(LL)
-0.11
6-7
>999
360
BC 0.66
Vert(TL)
-0.16
6-7
>886
240
WB 0.14
Horz(TL)
0.01
4
n/a
n/a
(Matrix-M)
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left
and light exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL=1.25
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 2=255, 4=255.
7) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
noncencument with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
1.Sx411 to
PLATES GRIP
MT20 244/190
Weight: 64 lb FT=0
xmvy.Muame9alnm0e"I loornMMr%ur}maY mM(malnoGanlaOtmnalArnonmp arras vnar e<,q.rneo,nenem,<mmmwm,Ira+e.3. o,.mypoNwmeewarm yrtmn<.<n...W ,<. o.>n,wm.i,<,mdeemlao.edr gANNEl.MAR1JNEZ,P.L
WUA,e.e<m,r'e<,+Imne<.,<ah,aemnmk,idA+.I,we<y.r.gi.<,P�,N<am7tni.<„la.+<ot=.wloonr,<,<m,n.nr..<.IwewJeaomlap+e.iq,.p®ernrlea6:y.elme,:grorreneeeveeo.a.mnmr..a<� MI.we<r...,mpb,, k.a.y,mtioo.v,
+ikhlll.e<ndiM,LexSn.erSdFopnl6.mrxuM',rydllrt0aai,dn0.e•.r, nAwu.eegen®An4i6y0ng.n,u4k,m¢n JroenL n<I9CMel+dbddmr<ae<melM1l. RegpeNdlMNO udeerkHeurfdeLn+.'mSdylw6g.+mngv,aod.nmmdbteooyaoAba�e 047I82
m4d
n+p.,aar.lmer.aano<,A.n..cr.n,e«.acre„nwAael000nan:wm,<,.m¢.ia,u„nn.wse5m.w.<n5dmmr,,,.n,opnpra5meehln.mvn.<,<m..<em�e.n�.ipa®e. .I a<r <+nen,ow,acre,.wa,n<+olm.u.,+oew.n.rm:odgnmr.=ene>a 10019 Charlton (if.
Ira+xeml a.yw<,wro..,.a<reaper..wa.y<wep.n.m.rh.aPn<,b.,n<a.mr„noui+poln.ldmeyo<aprear,w5ry<re[.pa<n l...aaaer.mmpdeenm,.. effimml.
1ppigb5ID15bI WIT ..... XoWM ,,,PL IeW^d.�i000l,Ei<dwm<m,ueoy5am,i,poAd'ned.dlttilleapemnilon M1em A I hOT...... anlawm,?L Orlando, Ft 32037
Job
Truss
Truss Type
Qly
Ply
Std. Pac./6811 El C
63184
G03
Hip
1
1
l40650493
Job Reference optional
Al ROOF TRUSSES, FOR i FiER E, rL 44a4o, aesigntaanruss.com nun: f.b4u s Oct / 2ulb Pnnt /.640 s Oct 7 2015 MI Iek Industries, Inc. Wed Dec 23 13:19:092015 Rage
ID:cS2yUAsdmV4V5zIDIW WpPzmH46-pQolJscWoJuKxdFl6wfJEH2CRo44zlwLPCcfBny64A
-1-4-0 5.0.0 7-" 12-" 13-0-0
1-4-0 5-0-0 2-" 5-0-0 1-0-0
5x6 � 4x4 =
3x4 = 1.5x4 II 3x4 = 3x8 II 3x4 =
3x8 II
5-0-0 7-0-0 12-M
5-0-0 I 2-1M ; S.rlll
Plate Offsets (X Y)—
(2:0-2-10 Edgel 12:0-2-11 0-1-11.13:0-4-12
Edgel 15:0-2-11 0-1-11
[5:0-2-10 Edgel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.52
Vert(LL)
-0.05
8-13
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.53
Vert(TL)
-0.08
8-13
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WS 0.10
Hna(TL)
0.01
2
We
n/a
BCDL 10.0
Code FBC20141TPI2007
(Matrix-M)
Weight: 64 No FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
63310-M (min. 0-1-8)
5 =
63310-M (min.0-1-8)
Max Horz
2 =
-184(LC 6)
Max Uplift
2 =
-248(LC 8)
5 =
-248(LC 9)
Max Gmv
2 =
633(LC 1)
5 =
633(LC 1)
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-627/495, 3-4=-049/528,
4-5=-628/495
BOTCHORD
2-17=-1551445, 8-17=-1551445,
8-1 8=1 54/449, 7-18=-1541449,
7-19=163/446, 5-19=-1631446
WEBS
3-8=-38/260
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult-170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope)and C-C Exterior(2) zone; canfilever left
and right exposed ;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.25 plate
grip DOL--1.25
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to beating plate capable of withstanding 100lb uplift at
joint(s) except (jt=1b) 2=248, 5=248.
8) This truss has been designed for a moving
concentrated load of 200.Olb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9) -Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
xm®9.M1pulbmee9dlm,v.le 11ION1Trffan LtEn GFFe1mUg1memo,wr
•ldmeeedo, plded ore.wt.,ee loorune«a<,.u.,,w,inugse«(,fpe�mr Ey..l�se,de.mloo,.RmeR®w.p®cooknde:,imie.d.ee,y,ep.,a.uymm.eedperim.,:giea«:eepmeooiumo.h..d«rh�.lfieeua.ry,�eMANORMARTINEZ, Pi
' ,aleSEiledouellti,imtlneq oafq,M«,pn,MdrdMOvai,MOren',aelMiadgmlglpslei&9k,ign,ulle,mletlellM1elt(,1M IBCMeb,ArmMmg,e4eWR41. AeerPeeWilklWdeei(ddeuddei�nt'mAud'yr°eBuq,Ipege,iubBebemEpvq, mwk #047182
«mm3Mrydlepetld g0eyrcr Rd Gnuona.lAml««i run i 0e 100 oe 1e PON«,mdpetlepe«ddRBmllnp(wppnfdep ld—m r1aD,A1pedby mWxame,ehrtmdb, o dpddme-n411e%upem@o,AiHnnlEore,drteLu„Oe9gv5Ns,0eipefngien al 10019 (horlton [ir.
Irvupv®1°Pmei,oek,v.M.Nefefi°eldre[We,InpeeAopxbw5q b1 dpAe wdNa lMLen Oeuq°kT°eenWllhWlEeq@tigm vi,vuSr�hmE°yvnibnryrilEoq.lg(opEYalternmsov1e5m11a1R1.
CaWgn@101511 Rod rrm«s.MmmlMnnn,K repndmunndoes dommm,inow, k ,ispAlftetlritl,�pemiswfiomA.I IndIms,esOdondo, It 32832
Job A Truss
Truss ryve
Oty
Ply
Std. Pac./6811 EI C
A0650494
63184 G04
Hip Girder
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, designa@altmss.00m Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 72015 MITek Industnes, Inc. Wed Uec 23 13:1U:1u zulo rage
ID:cS2yUAsdmV4V5ztDIWWpPz H46-HcMgWCd8ZdOBZnpxgdAVmUaJE?LLihRVesLDjDy64e
-1-4-0 3-0-0 9-0-0 12-0-0 _
�110 3-0-0 6-0-0 F 3-0-0 '
5x8
3x8 II 3x6 II
.LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Ildefl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.77
Vert(LL)
-0.22
6-7
>664
360
TCDL 15.0
Lumber DOL
1.25
BC 0.85
Vert(TL)
-0.28
6-7
>516
240
BCLL 0.0 "
Rep Stress Incr
NO
WB 0.27
Horzjl-)
0.02
5
n/a
n/a
BCDL 10.0
Code FBC2014fFP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING.
TOPCHORD
Structural wood sheathing directly applied or 4-2-9 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
695/0-M (min.0-1-8)
5 =
665/0-8-0 (min. 0-1-8)
Max Horz
2 =
141(LC 5)
Max Uplift
2 =
432(LC 6)
5 =
400(LC 4)
Max Gmv
2 =
1041(LC 15)
S. =
1199(LC 25)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-1540/572, 3-15=1364/522,
15-16=1364/522, 4-16=-1364/522,
4-5=-1620/564
BOTCHORD
2-17=524/1237, 7-17=524/1237,
7-18=52311283, 18-19=-523/1283,
19-20=-523/1283, 6-20=-523/1283,
6-21=-437/1318, 21-22=-43711318,
5-22=-037/1318
WEBS
3-7=01716, 4-6=-11/720
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
3) Provide adequate drainage to prevent water
pending.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) "This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 2=432, 6=400.
8) This truss has been designed for a moving
concentrated load of 200.0Ib live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels- Member
end fixity model was used in the analysis and design
of this truss.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 76
lb down and 131 lb up at 3-0-0, 86 lb down and 59 lb
up at 5-0-12, and 86 lb down and 59 lb up at 6-11-4,
and 75 lb down and 61 lb up at 9-0-0 on top chord,
and 208 lb down and 41 lb up at 3-M, 208 It, down
and 19 lb up at 5-0-12, 208 lb down and 19 lb up at
6-11-4, and 208 lb down and 19 Ib up at 8-11-4, and
24616 down and 581b up at 10-11-4 on bottom chord.
The design/selection of such connection device(s) is
the responsibility of others.
11) 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
R
PLATES GRIP
MT20 2441190
Weight: 58 lb FT=0
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=70, 3-4=-70, 4-5=-70, 9-12=-20
Concentrated Loads (lb)
Vert: 3=-9(F) 4=-7(F) 7=20(F) 6=-14(F) 15=7(F)
16=7(F)18=-14(F) 20=-14(F) 22=94(F)
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MANUEL MARTINET, P.E.
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#047182
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Job Truss
Truss Type
Oty
PIY
Std. Pac./6811 EI C
63184 GO5
Roof Special
1
1
A0650495
J b Refer nce ( p('o all
A i ROOF TRUSSES, FORT ritrtct, FL 44a46, cesign(maltmss.com
1.5X4 II
Run: /.640 s Oct 7 2015 Pnnt 7.640 s Oct 7 2015 MiTek
3 3X4 -- 4 6.00112
1
..., ,• ,,.,. I I
7$5 3-0-0
7-6-5 f 75-11 �
Inc. Wed Dec 2313:19:1
Plate Offsets (X.Y)—
12:0-1-8 0-35] 12:0-1-00-0-41
13:0-3-00-1-81 15:0-5-8 0-1-61
LOADING(psf)
SPACING- 2-0-0
CS].
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Ven(LL)
-0.00
9-13
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.16
Ved(TL)
-0.00
9-13
>999
240
BCLL 0.0
Rep Stress Incr YES
WS 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix-M)
Weight: 18 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Left 2x4 SP No.3
SLIDER
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-M oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation oulde.
REACTIONS. (lb/size)
5 =
114/10echanical
2 =
249/0-M (min. 0-1-8)
Max Horz
2 =
79(LC 8)
Max Uplift
5 =
-44(LC 9)
2 =
-114(LC 8)
Max Grav
5 =
266(LC 23)
2 =
324(LC 17)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
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 to uplift at
joint(s) 5 except at --lb) 2=114.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this (mss.
LOAD CASE(S)
Standard
Job i Truss
Truss Type
CityPIY
Std. Pac./6811 El C
A0650496
63184 HC6
RAFTER TRUSS
40
1
Job Reference (ootionall
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 PnnC 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:11 201b Page
ID:In1 E14n4krFMR5vCX81 ws4z20vo-Ipv2kYenKw82AxO8ELhnJi7afPtpRCzeIWSmGgy64r
2-&9 2 9 5
2-8-9 i212
0-0-12
2-9-5
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.41
Vert(LL)
0.02
1-2
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.00
Vert(TL)
-0.01
1-2
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix-M)
Weight: 5lb FT=O%
LUMBER -
TOP CHORD 2x4 SP No.3
BRACING -
TOP CHORD LOAD CASE(S)
Structural wood sheathing directly applied or 2-9-5 oc Standard
pudins.
BOTCHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
70/Mechanical
2 =
72/Mechanical
Max Horz
1 =
86(LC 8)
Max Uplift
1 =
-88(LC 8)
2 =
-132(LC 8)
Max Gmv
1 =
70(LC 1)
2 =
72(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
gable end zone and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.33 plate
grip DOL=1.33
2) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1 except (jt=1b) 2=132.
5) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
Job
Truss
Truss Type
Qty
PN
Std. Pac./6811 El C
63184
HJ2
Diagonal Hip Girder
1
1
7A0650497
Job Reference o tional
At ROOF TRUSSES, FORT PIERCE, FL 34946. design@altruss.com
11
Run: 7.640 s Oct 7 2015 Print: 7.640 a Oct 7 2015 MTek Industries, Inc. Wed Dec 23 13:19:11 2015 Rage
ID:rS2yUAsdmV4V5ztDlW WpPzmH464pv2kyenKw82AxO8ELhnJi7avPkgRCzetWSmGgy64r
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.39
Vert(LL)
-0.05
4-8
>812
360
TCDL 15.0
Lumber DOL
1.25
BC 0.59
Vert(TL)
-0.05
4-8
>794
240
BCLL 0.0
Rep Strew Incr
NO
WB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-6-6 oc
puffins.
BOTCHORD
Rigid ceiling directly applied or 1 O-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
79/Mechanical
2 =
288/0-10-15 (min. 0-1-8)
4 =
21/Mechanical
Max Horz
2 =
137(LC 19)
Max Uplift
3 =
-69(LC 6)
2 =
-247(LC 4)
Max Grav
3 =
106(LC 12)
2 =
672(LC 13)
4 =
302(LC 15)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
BOTCHORD
2-10=10811034
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf,
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TPI 1.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable studs spaced at 2-" oc.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3 except (jt=1b) 2=247.
9) This truss has been designed for a moving
concentrated load of 200.016 live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurent with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
11) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 85
lb down at 1-4-9, and 85 lb down at 14-9 on top
chord, and 172 lb down and 38 No up at 14-9, and
172 to down and 38 to up at 1-4-9 on bottom chord.
The design/selection of such connection device(s) is
the responsibility of others.
12) 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 (pit)
Vert: 1J=70, 4-6=-20
Concentrated Loads (lb)
Vert: 11=57(F=28, 8=28)
PLATES GRIP
MT20 2441190
Weight: 171b FT=0
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tlrdmism, plom,Eon Ev Mla M1erOpbkn4d nvr:mhiyO r.P••mP.,k•,ionrwp.mlMwlenv^rme,ew.�.mom•,sew•.�wwae,i.c�.vgyee,w,•,p®aEr�mavde,S..�M1.+w�vum.J•r�edmemo Wr. v.ee m.r roeey.m,wepu•.rbAf waif
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GppigAl®1pI5A1 roof rnvm�YmnitivNm5P.l. pepmdWievvl Mvdmm•m,avmrlmm,ispevaAimirnS Mneep•,rvsilvakvm A�I tvdrms+e..Yvnud Mmimapi 0rlondo, FL 32832
b Truss
,
Truss Type
OtY
Ply
Std. Pac./6811 El C
A0650498
[603184HJ3
Diagonal Hip Girder
2
1
Jab Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:11 2015 Page
ID:cS2yUAsdmV4V5ztDIW WpPzmH46-Ipv2kYenKw82AxO8ELhnJi7ayPrkRCzetW5mGgy64r
23-10 4-2-
23-10 ~ T4-12 3 3
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.39
Ved(LL)
-0.01
4-8
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.13
Vert(TL)
-0.02
4-8
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Hoa(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC20141TPI2007
(Matrix-M)
Weight: 19 lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-2-3 oc
purins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb(size)
3 =
99/Mechanical
2 =
316/0-10-15 (min. 0-1-8)
4 =
31/Mechanical
Max Horz
2 =
151(LC 14)
Max Uplift
3 =
-85(LC 6)
2 =
-257(LC 4)
Max Grav
3 =
99(LC 1)
2 =
315(LC 1)
4 =
57(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1JWind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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
joints) 3 except at --lb) 2=257.
7)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 85
lb down at 1-4-9, and 85 On down at 1-4-9 on top
chord, and 17 lb down and 38 lb up at 1-4-9, and 17
lb down and 38 Ib up at 1-4-9 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss 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, 4-6=20
Concentrated Loads (lb)
Vert: 10=57(F=28, B=28)
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Job Truss
Truss Type
Dry
Ply
Std. Pac./6811 El C
63184 HJ3G
Diagonal Hip Girder
1
1
A0650499
Job Reference (optional)
At ROOF TRUSSES, FORT PIERGE, FL34946, designgaltmss.com
1.5x4
Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries. Inc. Wed Dec 23 13:19:12 2015
3x6 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
(loc)
I/deg
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.31
Vert(L-)
0.02
4-8
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.15
Vert(TL)
-0.02
4-8
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
Will 0.00
Horz(rL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2014rrP12007
(Matrix-M)
Weight: 201b FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-2-3 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
3 =
101/Mechanical
2 =
305/0-10-15 (min. 0-1-8)
4 =
33/Mechanical
Max Horz
2 =
164(LC 6)
Max Uplift
3 =
-104(LC 6)
2 =
-162(LC 6)
4 =
-9(LC 6)
Max Grey,
3 =
101(LC 1)
2 =
305(LC 1)
4 =
61(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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) 4 except at --lb) 3=104, 2=162.
7)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 95
Ib down and 6 i It, up at 1-4-9, and 95 lb down and 60
Ito up at 14-9 on top chord, and 8 lb down and 46 lb
up at 14-9, and 8 lb down and 46 lb up at 1-4-9 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss 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 (pit)
Vert: 1-3=-70, 4-6=-20
Concentrated Loads (lb)
Vert: 10=63(F=32, B=32)
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Orlando, FE 32832
Job w
Truss
Tru sType
QtY
PIY
Std. Pac./6811 El C
A0650500
63184
FIR
Diagonal Hip Girder
2
1
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print:7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:U ZIJ1b
1.5;
d
1
LOADING(psf)
SPACING-
2-M
CSI.
OEFL.
in
floc)
IldeO
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL)
0.02
7
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.32
Vert(TL)
-0.04
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.23
Hcrc(TL)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 9-11-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
4 =
141/Mechanical
2 =
506/0-10-15 (min. 0-1-8)
6 =
304/Mechanical
Max Horz
2 =
250(LC 4)
Max Uplift
4 =
-142(LC 4)
2 =
-329(LC 4)
6 =
-131(LC 6)
Max Grey
4 =
141(LC 1)
2 =
506(LC 1)
6 =
304(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2'12=-6391221, 12-13=-558/230,
3-13=-557/229
BOTCHORD
2-15=346/564, 15-16=-346/564,
7-16=3461564, 7-17=-346/564,
6-17= 346/564
WEBS
3-0=-015/378
:GiI*�l
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and fight exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
2) Plates checked for a plus or minus 0 degree
rotation about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4)' This truss has been designed fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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 No uplift at
joint(s) except (jt=1b) 4=142, 2=329, 6=131.
7)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 85
No down at 1-4-9, 85 Ib down at 1-4-9, 3 lb down and
25111 up at 4-2-8, 3 lb down and 25 No up at 4-2-8,
and 29 lb down and 79 lb up at 7-0-7, and 29 lb down
and 79 lb up at 7-0-7 on top chord, and 17 lb down
and 38 lb up at 1-4-9, 17lb down and 381b up at
14-9, 4 No down and 0 No up at 4-2-8, 4 lb down and 0
Ib up at 4-2-8, and 20 lb down at 7-0-7, and 20 No
down at 7-0-7 on bottom chord. The design/selection
of such connection device(s) is the responsibility of
others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss 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: 14=-70, 5-9=-20
Concentrated Loads (lb)
Vert: 14=-58(F=-29, B=-29)15=57(F=28, B=28)
16=-7(F=4, B=4) 17=36(F=-18, B=-18)
3x4 =
PLATES GRIP
MT20 244119G
Weight: 40 lb FT=0
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rm,Yml.mme.®4„coo.»4finer.(•ovl.vrte�;^ayymwee,l..aa mu.neeef,ssu„,w1c.rWfi,f4evgenvrm,snkmF,ghi,ei m,neka;o. FI<,ped:en,un ¢,,,eeroell,inn.
atom®loss) v,dTro,¢,.um„du.m,,,,vt v,p,e.4mda,e.m�.n,m..y1.�¢,;v,.ma;e.ae.amov¢m;v..homs-I v..n,.¢„�u.n.deunmeuP.F. Orlando, FL 3163E
Job Truss
Truss Type
QN
PN
Std. Pac./6811 El C
63184 HRC
Diagonal Hip Girder
1
1
.A0650501
Job Reference o tional
.r ROOF rRuauo, FORT FiERGE, FL 34946, iwss.mm
1.5'.
314 =
nun: /.bau s uct / zulo ennr: /.tvw s uct / Lu1b muex industries, Inc. Wed Dec 23 13:19:13 2015
r4 Dead Load Dell. =1/16 to
bo
.o
o n
�o
LOADING(psf)
SPACING-
2-"
CS1.
DEFL
in
(loc)
1/de8
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.41
Vert(LL)
0.08
6-7
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.83
Vert(TL)
-0.14
6-7
>750
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.40
Horz(I-L)
0.05
6
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matdx-M)
Weight: 401b FT= 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No-3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-" oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 6-11-2 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
149/Mechanical
2 =
522/0-10-15 (min.0-1-8)
6 =
324/Mechanical
Max Ho¢
2 =
250(LC 14)
Max Uplift
4 =
-127(LC 4)
2 =
-342(LC 4)
6 =
-181(LC 6)
Max Gran,
4 =
149(LC 1)
2 =
522(LC 1)
6 =
324(LC 1)
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (b) or less except
whenshown.
TOPCHORD
2-13=-030/243, 3-13=-5861254
BOTCHORD
2-15=365/552, 8-15=365/552,
7-16=-638/966, 6-16=638/966
WEBS
3-6=987/652
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope); cantilever left and right exposed ; Lumber
DOL=1.25 plate grip DOL=1.25
2) This truss is not designed to support a ceiling and is
not intended for use where aesthetics are a
consideration.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except (jt=1b) 4=127, 2=342, 6=181.
8) -Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 85
lb down at 1-4-9, 85 Ib down at 1.4-9, 3 Ib down and
25lb up at 4-2-8. 3 Ito down and 25 lb up at 4-2-8,
and 21 lb down and 43 lb up at 7-0-7, and 21 Ib down
and 431b up at 7-0-7 on top chord, and 17 lb down
and 38 Ib up at 1-4-9, 17 lb down and 38 lb up at
14-9, 4 lb down and 0 Ib up at 4-34, 4 lb down and 0
lb up at 4-3-4, and 59 lb down and 55 Ito up at 7-0-7,
and 59lb down and 55 lb up at 7-0-7 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
10) 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 (pit)
Vert: 1-4=70, 8-10=20, 5-7=-20
Concentrated Loads (lb)
Vert: 8=-7(F=-4, B=4)14=-19(F=-9, B=9)
15=57(F-28, B=28)16=-119(F=-59,8=-59)
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6pyn9m®]a151,ivmytugi,p.niema,me.rm..pm,dmMmd.i rn4ln,m:-x.mrirnim4vt Orlando, Ft 32832
Job rt
Truss
Truss Type
DIY
Std. Pac./6811 El C
A0650502
63184
J2
Jack -Open Structural Gable
4
�Ply
1
Job Reference (optional)
A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.cum
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 Mi fek Industries, Inc. Wed Dec 23 13:19:13 2015 Page
ID:rS2yUAsdmV4V5zIDIW WpPzmH4"B1p9EflsYOmQEYWLmkFO7CxVDWEv6TxKgatKYy64r
Plate Offsets (X Y)—
t2:0-3-0 Edgel
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
-0.01
4-8
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.20
Vert(TL)
-0.01
4-8
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 12lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-641 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
60/Mechanical
2 =
23310-M (min. 0-1-8)
4 =
23/Mechanical
Max Horz
2 =
110(LC 8)
Max Uplift
3 =
-56(LC 8)
2 =
-102(LC 8)
Max Grav
3 =
60(LC 1)
2 =
316(LC 13)
4 =
220(LC 17)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1)'Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TPI 1.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable studs spaced at 24)-0 oc.
5) This truss has been designed for a 10.0 pat bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3 except Qt=lb) 2=102.
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Nomq-hme Meuf9rrtvrtle'LI 100MMa14W1)nor,* MANUEL MARTINEZ, P.E.
tirdmenmipWn,M1dlrwdinYvlpUYAem&.n.Im.Deup6giveee(,SpeimL}fvpmeel�d.melnag2Gnpeuohwmrzpimndller��ewmlegveny,npvodi6dpMMdrird�wg4rm.depgedx�helW mp,wk,IrH. Ru de,ipeosmoglun,Yo&opnndinu.,
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mpmib`arA6.W6p0exganvedrm,Mx.lnmmuieWsd.NpwdmepmmmNpi�dvfi,ntlRedv.6,p4mpnv&#epWwmiwppppvDRdMdrRlmlHamueh�mNlm pndpsdm.e. pN dMnd...... 2f*,W hO, 06, hmi0eYgxermn0etipe Enjo and 101119(horlfon(ir.
u.np�im,a,.ue,r.rc..�ma.rmb,r,mmwnm.whm6mhmpmm,m.n.e a.h.,rh,h.r.r�.n+, wrdr.arwomg.nwu,msnnmrmm�im.n�dmr .naradn,m,m,.,dmmdhirvi.
app,�gm®lnsd,i endrrvm,�4muJ6mnn.�rl. r.roa�o.d6i:em.m.m,ma%lam,i,pnw.d:aemm..rv�,ims..r.umlt�:,.:.mwdurnm.yr.f. Orlando, FL 32832
Job Truss
Truss Type
QtY
PIY
Std. Pac./6811 El C
63184 J3
Jack -Open
5
1
A0650503
Job Reference (optional)
Al KUUF I KUS5ts, YUK I YItKGt, YL: U41b, neslgn(maI WSS.com Run: 1.640 a Oct 72U15 Print: 7.tii40 s Oct 7 2015 Mi Iek lndustnes, Inc. Wed Dec 2313:19:13 2015 J?age
ID:cS2yUAsdmV4V5zIDIW WpPzmH46-hBlp9EfisYOmQEYWLmkFO7CxVDWRv6TxKgatKYy64r
-1 o 3-M
1-4-0 I 3-0-0
1.5x4
Plate Offsets (X Yl—
f2:0-34Edgel
LOADING(psf)
SPACING-
2-M
CSI.
DEFL-
in
(loc)
I/deft
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
-0.01
4-8
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
SC 0.25
Vert(TL)
-0.02
4-8
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WET 0.00
Horz(TL)
0.00
2
n/a
me
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 141b FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-0-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
73/Mechanical
2 =
25610-8-0 (min. 0-1-8)
4 =
28/Mechanical
Max Horz
2 =
124(LC 8)
Max Uplift
3 =
-69(LC 8)
2 =
-109(LC 8)
Max Grav
3 =
73(LC 1)
2 =
329(LC 13)
4 =
224(LC 17)
FORCES, (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live leads.
4) • This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
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 at
joint(s) 3 except at --lb) 2=109.
7) This truss has been designed fora moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
tlmeur-Pkvxlbrv%.Yr'reriee@e"4l IONIINVSIYIInlmnLL11Y6KMN110R[@IOYFIjWmjImPY110EF,tlIY1'Icon YnlydngvlmavNnsvel,evl uMnmelrnvOrAry@.n9�@%v°IilPa®°'lavr�'°4rl.4kme54nkeM1rene vilnvvM,iw9vhdndelW,vdv' MANUR MARTINET, P.E.
KldrmvOvpkN JarlexlM@rlWbkvd6 4v6m0ergv[%irm(ra,5pni 5r6�reTM1ewlo�l00nP.mdvrvurMmueJ@,Wafenlmdegmevyrn�r5lirylmtlwdNpolNurylelmvdep,lrlwr4lW ®j, Wnflll. @ekill.numWiwh@vdmlr^d�.4
',:�vtiFSrvedYudrArLnvkrerlddrynrEvnyvmidWydArO.wphO.uivwAvr.,rd%otler Mrultla94ngvn,arterem.aidttutlC�MiBCtluMdMJf.Ird.edRtL @eery,rMAlArl4dvedgReYmrNM.linv,ivb6%I�nyvkr%e,utloRru>,e.dMrmyJdibin #0471R2
repmul5rydde Gridurpeagm.M(mvvnvr.Irmnm.dm4100 v.dArcpmnresvdpdEeknrn4lNfyfvupovep Wery i.tmmvfivap6ppd6ilel4rRlvNRGmerelneuNlvrgeevdpolvww RH ddmndampvuTiFrvddun,vdek rivu Migrcr,lmv9evynir�venwd
lnssrwl.w.r..oar.rcn.waermrdh.<wen.Ped.Ynni.nm%pmWmaev.d.m Iroum.o.ey.roy�.,aeolmGwywaY.,.lm,srd..l.x.nroaYmusY.nmY Wdn,m,m..re,amalnl. 10019Cir.
r.gale!®torsa.nvolrmm.w...dumwW,r.1. r.Weemm..I�mrGWmm,dvrl.rW,+rreve�uo-e.�e.em..rrmrilevtrwol.n.dsarrr,.tlw.11im�.ecrf. gdond%o, 11.32F131831
N;Truss
T---Type
IY
Std. Fac./6811 EI C84
A0650504
J3G
L
Jack -Open
�74
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946. design(atathuss.ccm
1.5x4 II
Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MTek
3.6 II
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(too)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.35
Vert(LL)
-0.02
4-8
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.29
Vert(TL)
-0.02
4-8
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
2
Rule
nla
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
77/1VIechanical
2 =
24710-8-0 (min. 0-1-8)
4 =
34/Mechanical
Max Horz
2 =
165(LC 8)
Max Uplift
3 =
-89(LC 8)
2 =
-78(LC 8)
4 =
-9(LC 8)
Max Grav
3 =
77(LC 1)
2, =
323(LC 13)
4 =
228(LC 17)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0wide will fit between the
bottom chord and any other members.
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) 3, 2,4.
7) This truss has been designed for a moving
concentrated load of 200.0Ib live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels Member
end laity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Inc. Wed Dec 23 13:19:14 2015
PLATES GRIP
MT20 2441190
Weight: 15 lb FT = 0
Nm.y.n.,tm.ybry,nM.mt11 Noel TIMES ManSNInIm6NroNd111NM(MaMFrrurapAuNonOn-MurM2 rnNrdny patmimWTodbrun.Nilm+o,am=mftNasal Malms,u4.,a,.s,eed=.m W.,NONnnea.nd.m,TVI
MAN EL MARTINEZ, P.E.
nekr9 mv°lfuetbofioYuAcTIn,
M.tdtow
vp,de,ummlusUs9tsdrmdTT.ass
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IN t,aINlbwph
ONoms.ry..dmds
+ntJSy..do„diMnn+k�oryl MrynfMmp„vidaydk.0.u,,Po,O.eei+wnMudvgni. MrmMmgOeilp.,a6e,miea.liAe ll[6vlr4�d+I.ddmldpudseMWl. Meppmoldde NOmJvry Wow ON MmNyil�Ab�G
#94%IAt
! �evp.�turd4vWldgbeup..dhmva.. NApmnuimsYvnaped�5epnian.dpudeFandRequd6v9(o�epe+enlderyldmnekvp69pd6JrcdpylMud9Goe,eluemeElmgeu,Apadamv. RH defirc,mvin1. t31e,uddo'u+AdenonWilgxi,L.n4nig.In;erc,eed
10019(hoillon(ir.
Im, NwdMwq unin,trt..l t&r edbrt basmm p W uW ie.Nbq by 0 pmms m0mi As lnn hugeh ie n NOTW.ffig bm,m orI.S,..b .n b.rpmths,'a(oyd.d 12—mdefiM IN lM1l.
Orlando, EL 32832
LppigM®Ind Ml 1poll,o,ss,.YonodtloiM.,rF. repedxn.dmi,dmmem,ia.rhm, is nedrolL r,mevpnresvenM1pm A -I Reallrv„es,Ywud Yv?x.yl.!
Job Truss
Truss Type
Oty
Ply
Std. Pac./6811 El C
63184 J4
Jack -Open
1
1
A0650505
Job Reference (optional)
Al ROOF IKU5bLS, FUKI PItKUL, FL 4 Vob, oeslgn(cyaltmss.mm Run: 7.640 5 Oct 72015 Print: 7.640 s Oct 7 2015 MiiTek Industries, Inc. Wed Dec 2313:19:14 2015
4-6-
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert(LL)
-0.03
4-8
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.37
Vert(TL)
-0.04
4-8
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Hom(TL)
0.00
2
n1a
n/a
BCOL 10.0
Code FBC2014frP12007
(Matrix-M)
Weight: 17 lb FT = 0
LUMBER.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-M oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 1O-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
102/1VIechanical
2 =
308/0-8-0 (min. 0-1-8)
4 =
38/Mechanical
Max Horz
2 =
155(LC 8)
Max Uplift
3 =
-95(LC 8)
2 =
-127(LC 8)
Max Grav
3 =
102(LC 1)
2 =
359(LC 13)
4 =
233(LC 17)
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load noncOncurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.Opsf on the bottom chard in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) 3 except at --lb) 2=127.
7) This truss has been designed fora moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity, model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
q�N-emmm�..9shn�.•mesl marnos,nrylmtwmunllgl mlanoncmlognrtalnlAemm�maxgrm.enale.K.p�dn:w,Ae..m..nxlrn, wanoaRllmNwm.q�am,ensef.ln,s.smnmme.u. orv.m�.n<,mane.m0.M
ram,®w,pm�n,r.00.n.amnmom:..ea.A,.un,o„ymq:,nG.;saemrlre..nNm„d..,ymo,nnnnn..m.era,e.lmpanaw..yxny,.q�l�nhme.a,�nam,:yau.,s��o,.m.mo®h.wnml.
'.
AfANUElMAR11NE1, P.E. !i
a.emq.nnwpmo*m.rmq,wm.n,
Wmala,ma.m.limin„mmrrmw.g:m,,.ym taardm.q..,,moo.rvrt..dm�w.lmnm.l,lc,po.�g.n,:m„wd.Ira,ntmix.an,asaanna.a,an4l.lmo,nMidAnmod..rr..un,dro.1,n,:wm�l..rml.wM,,:aum.nemww,mram,
#047182 ',..
!,e,P•.�madYAdq:ginongn,.ndn.nooa.n.moral.ul'samomaMn.minwsa.e.nnneanWnlwwnml.rylanmm..nrw p�sa+ahmannmenkiweak enndg:e.nem.l aeln,wrzw.�m.smamk,nm.r,enonipen.m„onre•inynnw
IRRI9 EIIOINOq (1(. '.
InuYu4Pae, .mnv4rned 1qN [halo d " a nmsr lr01. 1:1Y, fl>I..Oeel,Eq—u NOT MJt&ly4yen m1.f1l+.1.0enln.�ry1NAY. Au**1dmFmm. kfiM Nlm-
fnppigb01al1 A -I l.dirvsm-Wvu.Igatinn,PE 1.pr.Aqi.eeltHldouwem,uerylam,ivpeEAMdrulnmeepnmisLen6mi Ai lwlhmm,Ymvel4nivnlL
Orlando, FL 32832
Job Q
Truss
Truss Type
Qly
Ply
Std. Pac./6811 El C
A0650506
63184
AA
Half Hip
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, designQo al lruss.com
Run: 7.640 s Oct 7 2015 Pont: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:14 2015
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deb
Ltd
. TCLL 20.0
Plate Grip DOL
1.25
TC 0.34
Vert(LL)
-0.03
4-8
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.36
Vert(TL)
-0.04
4-8
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-0-0 oc
puoins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, m
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
136/Mechanimi
2 =
304/0-M (min. 0-1-8)
Max Horz
2 =
152(LC 8)
Max Uplift
4 =
-88(LC 8)
2 =
-126(LC 8)
Max Gmv
4 =
276(LC 17)
2 =
356(LC 13)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
wjren shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h'-251t; Cat. 11; Erp C; Encl., GCpi=0.18; MWFRS
(envelope) and CC Exterior(2) zone; cantilever left and
right exposed ;C-C for members and farces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 last bottom
chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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) 4 except Qt=11h) 2=126.
7) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
8) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 19 lb FT=O%
Job
Truss
Truss Type
Qty
Ply
Std. Pac./6811 El C
63184
AB
Roof Special
1
1
A0650507
Job Reference (optional)
H1 nuur TKUbsEa, run i Pitnct, FL d4 b, aesign(maluuss.com Hun: /.04u s Oct 12015 Pnnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:142015 Page
ID:rS2yUAsdmV4V5ztDIW WpPzmH46-9ObBMagfdrWdlO7P'TFUxK191drQeZi4ZUJQsy64r
2-5-11 4-0-0
2-5-11 1-6-5
2x4 =
2x4 //
LOADING(psf)
SPACING-
2-"
CSI.
DEFL
in
(loc)
I/dell
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.16
Vert(LL)
-0.01
6-9
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
SC 0.26
Vert(fL)
-0.02
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
1
n/a
n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
Weight: 14 lb FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
19210-8-0 (min. 0-1-8)
3 =
168/Mechanical
Max Horz
1 =
68(LC 7)
Max Uplift
1 =
-79(LC 8)
3 =
-59(LC 9)
Max Gmv
1 =
307(LC 17)
3 =
293(LC 23)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
5) • This truss has been designed fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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
joint(s) 1, 3.
8) This truss has been designed fora moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
9) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Job Y
Truss
Truss Type
Dty
PIY
Std. Pac./6811 EI C
A0650508
63184
J7
Jack -Open
13
1
Jab Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.cem Run: 7.640 s Oct 7 2015 Pdnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:15 2015
4x4 =
6-2-0
Dead Load Defl. = 11161,
Plate Offsets (X Y)—
t2:0-2-0 0-1-61
LOADING(psf)
SPACING-
2-"
CST.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.97
Vert(LL)
-0.10
4-8
>737
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.66
Vert(TL)
-0.17
4-8
>430
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Hom(TL)
0.01
2
n/a
n1a
BCDL 10.0
Code FBC20147TPI2007
(Matrix-M)
Weight: 24 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
160/Mechanical
2 =
427/0-8-0 (min. 0-1-8)
4 =
56/Mechanical
Max Horz
2 =
222(LC 8)
Max Uplift
3 =
-151(LC 8)
2 =
-170(LC 8)
Max Grav
3 =
160(LC 1)
2 =
427(LC 1)
4 =
250(LC 17)
FORCES. (lb)
Max. CompJMax. Ten. -All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
VAsd=132mph; HVHZ; TCDL=5.Opsh BCDL=S.Opsf;
h=25fC Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 211-0 wide will fit between the
bottom chord and any other members.
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 at --lb) 3=151, 2=170.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcunent with any other live loads.
8) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
w.,.e,Anw m...pryna.me ki AuornuevsrmurterivnnvYSA mimnionronaunl'ouxviKYYaerorrnnre.. m%eni.weme„•mnm..mesa.rm,oednm..mAlnNweo.Y.mYw.crtYmn..m.nkwew. mrt.wn.d,.ma,e..m.lro. mry
•ldwum.plmnibpeenebm.mole...ld a.1,n.o.�wrrnr..t,k.�a�rrnr�mtm.na...elaa,.wHn,..spin.aa,rrd<.amd..pw,.wmp.as7mm.e,ag.wmemg onesa,e®m.mo ry..e„leu.la.o,>g.ww.y:.twewv.na'd,n, MANNEP #0471
M@5pduudiMim.Mnrld.6pni6e,w.p,e.IGLydMO.a,,AxO.azi.wAeriulogmn MBeMy Bw'pn,uM,m4iliiEVIK�b IAC mehdpeiliry,ed,edMl. meuppo.ridmeNAdeerffeneudilaLntwdrfmgloM6y.ilvrye, uO.Ammmd6rmi,g, JmAbfn t#047182.E
I nryonmBrdErrMlewrOeyon.a[ennoew.eon.x�eauMlAUvnemePo,huatlpiedv.olheld6oAreapmenk4rylTwmotlmPnOpoKON%RlmdYaveMeumalm pnrdgokos.. Rol deflx�i6vnyn,ddin'nodBae.A6er„u0n9a*�1m�ONPfngoenn! 10019(Boilton Or.
Inu YeMvmtet.Ye„Mnm,@fmN%A[uPnEOYnlopmhnmmypreplMrttbehel.net,onOeJgniryiee,uWtR.rwimog0etigrcr vlm.fytkn[rymee, Imoar WEiY IA[vp4rnl�ermnmEemal i,lm.
[oppigq®IDIf41 pool imsuv.Yooveltlutloey Pl Iep,edwionalmn Yomum,urylvpiv WaAiYdedimnmeopemnmenfiYml-I roell,meo- YmnlMenimpPi Orlando, FL 32832
Job
Truss
Truss Type
Dry
Ply
Std. Pac./6811 El C
63184
RA
Jack -Open
q
1
AO650509
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946. design@al truss.com Run: 7.640 s Oct 72015 Pont: 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23 13:19:15 2015 Page
ID:rS2yUAsdrvN4V5ztDIWWpPz H46-0a9ZawhHO9eUFYivTBmjTYIBt05iNOyEo83_PRy64r
-1 6-2-0
1-0 0 2-8-0 I 3-"
Dead Load DeU. = Ill ii
2x4 u
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in
(loc)
IldeO
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
0.12
S-0
>615
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.64
Vert(TL)
-0.14
5-6
>510
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Inns
YES
WB 0.00
HOrz(TL)
0.03
5
We
n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
Weight: 25111
FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Except'
132: 2x4 SP No-3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide
REACTIONS. (lb/size)
4 =
143/Mechanical
2 =
42110-8-0 (min. 0-1-8)
5 =
79/Mechanical
Max Horz
2 =
222(LC 8)
Max Uplift
4 =
-125(LC 8)
2 =
-165(LC 8)
5 =
-20(LC 8)
Max Gran,
4 =
143(LC 1)
2 =
422(LC 13)
5 =
257(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cenfilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to hearing plate capable of withstanding 100 lb uplift at
joint(s) 5 except (jt=16) 4=125, 2=165.
8) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
er.®y-we„eo..ywr,�.•ue uaawarasssltminloummxsr[oeomonomouarrnmlurronNgmn aw. re,fie.,'s.p�.ae..coma..rt,.anrm,onipo,...rpool.euvxo.ax„me.,rtreme®emeneem..,e am,.m,,.he .eenA.ry
mna„v,rr�a.+�M.,arw,MtoomMaea A,.rm,oapr..e,p.,scatmryry:..6ne+ed...rmo,epe:<m,...,ep®.rim.nde,a.ae.e�y,ey.ampiwM1ee,Paue:�eus,eer'vxewmemo®h..e.m�. raee.�gv.,,�e.,,:.a.rm.am,.,, MANUEL MARFINEZ, P.L
,weward,,,a�x,n.,a..rrda,ran.,.,w mwraa.a..�,meo.m�m.a.,,anm., rt.raaeroe�.,.coo.,®ien.rin<newucm.M1,deeaz.y,s..ami:N"su.sam,mo.e.neeuus. du.1,.,,:arne Rnamn..:mime...ax.aq,mnt.ate #047187
! r.q.,beraMbit... p.e,wefemann.Yeek,x,.N®d100eMdepoae,aeegoeauadtk Buld.r[m0u,n1£ery�du.wfiwpnAOoEFmNEyRlmdYna,.,ehmmAM1,gxdgi0.me. M14efieudempvnub8tinenaaunesel6,nn, R,gs,, tnn Avg. Nµxe,ma
.,,r�r.w�e,,m:,.me,.M1.a<r eaM.rm.n=re,aop.:.,m.rer.®rm-.,m,a.a. mu.,,way.a.y.a.amru.a.ao.yo.ay.,.u.nn�e.[W..M1aa:r. n[.ms,.am....,eeweamnei. 10019 Chodton (ir.
ornieMONnA.u.ar...... u..da.mmenef. up.e..e..�mi�e.�e.,..ri,,.:p vmiea.m.,�n..oe,a,a,.r,,.a.i mmra:,.:.u,,..lwmecr.r. 0rlando, FL 321132
Job . Truss
Truss Type
Ply
Std. Pac./6811 El C
63184 J7B
Half Hip
�Qty
1
1
A0650510
Jab Reference (optional)
Al ROOF TRUSSES, FOR] PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23 13:19:16 2015
1.Sx4
4x4 =
Dead Load D.R. = 1116 ii
Plate Offsets (X,Y1—
r2:0-2-0,0-1-61
LOADING (psi)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.97
Vert(LL)
-0.10
4-8
>737
360
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.66
Vert(TL)
-0.17
4-8
>430
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 24 lb
FT=0
LUMBER.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 1 O-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during tmss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. Qb/size)
3 =
160/Mechanical
2 =
427/0-M (min. 0-1-8)
4 =
56/Mechanicel
Max Horz
2 =
222(LC 8)
Max Uplift
3 =
-151(LC 8)
2 =
-170(LC 8)
Max Gmv
3 =
160(LC 1)
2 =
427(LC 1)
4 =
250(LC 17)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Dpsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed fora 10.0 psf bottom
chord live load nonconcurrenl with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 Wide will fit between the
bottom chord and any other members.
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 at -lb) 3=151, 2=170.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
8) "Semi -rigid pilchbreaks with fixed heels' Member
end fixity, model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Vaa,- as,p.uoh..rxxm'u Oft merenh,pxxxlm®ex,e.oinxnnrm,o.rip.o,.:rlaplvywr.�mauunur,rtrnxmvm.nM.xe,. oam.mx.iuwmnm,roo.var MANUB MA6(INEZ, P.E.
Weis u,W lbxdd5.mem&INIsk,ved I„ M Im,A.W^nrlxx(a,Lxa�IrM•entlMxdenogNo,Mmn..m¢Nn.mwr�dxueneinpix.,ry,.,Ma6ryk wan la um,GAnao. ih 0.h. W. ml R.4wnnvsplmthoEer,wGeoa
I wiaryWx,des,Im,rx.rWbinM,xp.,0derd160.wi,Me.xi,nAxlMopYxMldtmgoeyn.miY,adeJJtlal[C��.IBGMhdMJiy,JonMMl. nagAxelilFsNOmdmrkYoxallMno,,,oddylu,l6yJmy.,emA,e+.wdbmieyJiM d, 7f 047182
mraslftad,, m'I gmalI.n m. u.nm,.nnmmToo ..eb<.,m,.,rip,m.wxdn.emequ.pumwnrm..mw(MO ml10019(harllan(k.
tnuYmewm,mm�w.,..dernmh,r.n.n.p.ey.bn2yq,crmw,bd,.A rmux,kdgeye„s mr n,wliy Ryx,xrm,inrtml.giv n r.p Wf p. ur pdiaertae.,.IOa4I.rnl.
4ppipN®1p1f4l r..lrrm.,�xmro.ltlmfine,,r2lenneuw.hM1i,/..a.,unnrlmx,i,pnAlo-d.Amm�prtni„uv M1nv411..Iranmguankea.,?l Orlando, FL 32832
Job Truss
Truss Type
Oty
Ply
Std. Pac./6811 El C
A0650511
63184 J7C
Jack -Open
q
1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@al buss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:16 2015 Pace
ID:cS2yUAsdmV4V5ztDIW WpPzmH46-5mjxnGiv9TmL.HiH50uHy0lgOrOR46TCNDnox\ yMr
' 6-2-0 I 3-0-0
f
2x4 It
Dead Load Dell. = 1116 ii
LOADING(psf)
SPACING-
2-M
CSI.
13EFL.
in
(loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.57
Vert(LL)
0.11
5-6
>651
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.70
Ved(TL)
-0.13
5-6
>556
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
HOrz(TL)
0.03
5
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 26 lb
FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 *Except'
B2: 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
140/Mechanical
2 =
413/0-M (min. 0-1-8)
5 =
90/Mechanical
Max Horz
2 =
222(LC 8)
Max Uplift
4 =
-118(LC 8)
2 =
-160(LC 8)
5 =
-31(LC 8)
Max Grav
4 =
140(LC 1)
2 =
417(LC 13)
5 =
261(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-275/41
BOTCHORD
2-12=285/201, 7-12=-285201
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25R; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extenor(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurnant with any other live
loads.
5)' This buss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) 5 except at --lb) 4=11 S. 2=160.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
vn.rxrt,ek.o.ptllre:..ee.f pammswnwRmonknrnpmromonrmlomrpunrlumn rrm. vngery.pnemr n.drweem.rontm+onyea...p(mNaduepo.dxnne..,ptome..4nw.nw. umenen,muama..d.mo,eap
MANNEL MARTINEZ, 1`1
141e1rmtle+phht+W IVMIvbnOM W nH de4.n RJpanAiornG4'Anie%kgMnf M W aeeplW vpermhmvreptmAd Oepdetvtlnqurtkprnp�Lrirbekuged0rripkLn+IryNlae RelOOsM, p1nn41.IN WpenmmpLie,,Nefipe®4Ain5
'+eed3ry.deuditirimfMorlldLpi+Mreywrup&rydRe Pai,M4eviewM'urlApneiMluMy Orwpn,'n Mrvneed0eitt.0ARCMIWdoNryrdrodllll. ReoppnddlbipArdurGAEeudAnrrw,i6ighndryfmge,iaoAneevvObgdibM
ii 047I83
pym,dirydeer wpkupvrdboeaaL•rpnrtrulwbblpr WtlwpeaerWnikpondik AW6vgrwpoepfohryldvmedn AnApdbWlrMmtlYaaerehrnellmpmi9cdue AlEermf0.re+psr5e�wrbAnd6AkrenWyer,imfOniPrefeenM
IODI9(hoilton(ir.
IrmYAWaNrn,vebfeMrrpik( tlAle(m.eepW Yin v'gplJpertn6rAe6 Mr�n+peripbpvna W111 WLy4�pn rlm+fpleelgeeuNalYilry IAfryrdsppmwnkWlblfl�l.
f.ppi➢k®MI7411oolrrmm�Ymod Yvmex,lt. pepod�wal Mf dawnn,iveplw,ifpelutnetl.dh.mma p,m+»ekw 4l ledlm+fmMemelpmneedL
Orlando, FL 32832
Job a Truss
Truss Type
QtY
PIY
Std. Pac./6811 El C
A0650512
63184 RD
Jack -Open
2
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aluuss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:16 2015 Page
ID:cS2yUAsdrwV4V5ztDIWWpPz H46-5mjxnGiv9TmLHiH50uHy0lgHfQRa6TCNOnoXxty64r
3
4X4 It
6-2-0
Dead Load Deb. = V16 ii
Plate Offsets (X Y)—
I1:0-0-2 0-2-91
LOADING(psf)
SPACING-
2-M
CST.
DEFL.
in
(loc)
17de8
L7d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.97
Vert(LL)
-0.10
3-6
>729
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.67
Vert(fL)
-0.18
3-0
>418
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
1
n/a
n/a
BCDL 10.0
Code FBC2014fTP12007
(Matrix-M)
Weight: 20 In FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
331/0-M (min. 0-1-8)
2 =
161/Mechanical
3 =
57/Mechanical
Max Horz
1 =
189(LC 8)
Max Uplift
1 =
-116(LC 8)
2 =
-152(LC 8)
Max Grav
1 =
384(LC 13)
2 =
161(LC 1)
3 =
261(LC 17)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVH2:; TCOL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load noncencument with any other live loads.
4)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
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 Ib uplift at
joint(s) except Qt=1b) 1=116, 2=152.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
%-i,� .mia.yxPrerk.+m-H poomm,nrvmn anru mir imxamomimiaml'wmilmonmsmrmo, vnfide,ynrm•m+n,�nmmrt,mix,r,.,:uaym..kPlio%mamo®ake,nw,rtm�waarnxinen. mam m.n.�,run.d+.+h.iPn..my MANUEL MA91INEZ, P.E.
Gld+meanpmW 4dherea Milenaklemid 1,•irvvaeyenikevtia,Sn+idryfvgivwlM1vudvvspr0arepeu0+nvapvwevlOe PiAv,kodeyveny+npv litnlhv Avh,gnddvugkim,deptleave W RDwh.mdvlPFl. lOednigvm+empiim,�xdvinvdeivvk
m+mhma.+eAixrr+.,,a.eriaomPi,ih.nym+aulrim.a. meo.nnrma.indgmwmP.uyoeaa.n,.+*,rminlArtellCiMIBCa+�vibdivy,vandRn. M 66. 8047182
! rzy.nixbro(dnroa£uPaeym,plLomoM.,oemnumAk16e1Weed0ano2+avedp.iderivnAWrdM1Sp[mpmenSderyldwavAmlMlffpoaG+pAEyPlvdn[LvnelnweaL,gvndgdd®ie. R4l ddmdertspn,IDWrarWFae,AbeLa„Myscim,anyv4g ma 10019(horlton(ir.
mu Wodoaun.nien.roe+rM1edefi.MlyvirJmeegedn^rv"dvlhlva PUAe,b,dreL Ikun,pYP.rS°mo Wt+krwYiyoeigm rtrmiiyAemferkenlm.e/LdSry N[vIOAW mm,m,vraefiMmml.
U'r,1,0201si.1 Lml%,ue.xmooW ,,`1 1a 2,:aIfiI hpmio.urns.Mmperni,aoown4uodrrnrn-u.arnWm.n,PA. Orlando, H. 32832
Job Truss
Truss Type
Oty
Ply
Std. Pac./6811 EI C
63184 MV2
Valley
4
1
�O514
Job Reference o tional
AP ROOF TRUSSES, FORT nERCE, FL 34946, oesignpaltuss.com Run: r.6au s Oct / 2u16 HnnC /.ti40 s Oct 7 2015 Mrl ek Industnes, Inc. Wed Dec 23 13:19:17 2015 Page
ID:cS2yUAsdnvV4V5ztDIWWpPz H46azHJ_ciXwmuCussHamBYzNgPgwmSWFRY5TJy64r
2-0-0
2-"
6.00 12
2x4
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL,
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.07
Vert(LL)
n/a -
We
999
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.15
Ved(TL)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
WS 0.00
Horz(TL)
-0.00 2
We
n1a
BCDL 10.0
Code FBC2014/fPI2007
(Matrix)
Weight: 5lb FT=O%
LUMBER -
TOP CHORD 2x4 SP No-2
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-M oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
6211-11-8 (min. 0-1-8)
2 =
48/1-11-8 (min. 0-1-8)
3 =
14/1-11-8 (min. 0-1-8)
Max Horz
1 =
43(LC 8)
Max Uplift
1 =
-18(LC 8)
2 =
-46(LC 8)
Max Grav
1 =
234(LC 14)
2 =
48(LC 1)
3 =
214(LC 15)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 2.
8) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
9) "Semi -rigid pitchbreaks with foxed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Job a Truss
Truss Type
ON
Ply
Std. Pac./6811 El C
AO65O515
63184 MV3
Valley
1
1
Job Reference (optional)
A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 72015 MTek Industries, Inc. Wed Dec 23 13:19:17 2015 Page
ID:cS2yUAsdmV4V5zlDIWWpPzmH46-azHJ_ciXwmuCus HaMBYzNfGquomSWFRY5TJy64r
2-M
2-8-0
O
6
2x4 i
1.5X4 II
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL.
in (loc)
Wall
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.15
Ve art
n/a -
n/a
999
TCOL 15.0
Lumber DOL
1.25
BC 0.22
Ved(TL)
n/a -
nla
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
We
n1a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-8-0 oc
pur ins, except end verticals.
BOTCHORD
Rigid calling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
1 =
85/2-7-8 (min. 0-1-8)
3 =
8512-7-8 (min. 0-1-8)
Max Horz
1 =
59(LC 8)
Max Uplift
1 =
-25(LC 8)
3 =
-55(LC 8)
Max Grav
1 =
247(LC 14)
3 =
247(LC 15)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcumcmt with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 3.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom'Chord,
nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard -.
PLATES GRIP
MT20 2441190
Weight: 8 lb FT=O%
.wmt .....----mMANUEL MARTINEZ, P.E.
raw ewtun'arh.Wlwn,rmbkmtia a: r r�.bc ra-k=�hrns,n2,,,de.e.rmc�rv:,,:m,...�».m..duro.leueoa.wu,.�s +r.ermMt a+as,d+�..y� r e.ma,a mwdr,mt.a a n.*n�moe.aaw,,
nu40reoe die o-.,,m.ne.,r:.r;m.,.v..4c.pa4 0.=, , n..w wmaen.� mtaes�.+:m�,m,edd.nr.iMirCro,ad6d'mg d a+Ml. raapynJ m,ItacH aewdm.r sam4:.b�4wrv.w.uu.®as.�myaae,m. ti 047181
ry rvwovmpa*1•ndrm.:x uaxm mRPwvwemm awai. 4n.mvyt p.m m,ryimm,ar,.nu',wa�uaytnae�au ,n„m.uwe..� n�+.. mieama., �e..9snnm�en.Im wu,us,v:r:.,,Ma;•r.vd»tea 10019@orOon Cir.
tmiu�Iwma.:maw�vauvaM.rmnwece.e,e:<uesrhesrm^s b,�:,nr u u q.uni urm+w:te:aonv�rr�o„sw= rawmr.+�s woa�+emc,®.mtn ,emm.t
r...:.mSrmu iv,,,.er.m....u�au,.�A.,rre..,a».•...!n.:.x.�.r :..,.,t.,......rFe.n n .....m,.,... x....u.,xr...... v.m,au.xm„n. Orlando, FL 321132
Job Truss
Truss Type
Oty
Ply
Std. Pac./6811 El C
63184 MV4
Valley
4
1
Q0650516
o
Job Reference optional)
Al KUU1- I KUJJts, FUK I FILKGE, FL 34946, design@allruss.com Run: 7.640 s Oct 72015 Pont: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:17 2015 Page
ID:cS2yUAsdmV4V5ztDIW WpPzmH46-azHJ_ciXwmuCussHawBYZNaHgrSmSWFRY5TJy64r
Y
0
0
4 3
2x4 i _ 1.5x4 II
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.46
Vert(LL)
We -
nla
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.43
Vert(TL)
n/a -
n/a
999
'
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
0.00
n/a
rue
BCDL 10.0
Code FBC2014/fPI2007
(Matrix)
Weight: 14 lb FT=O%
LUMBER -
TOP CHORD 20 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
1 = 145/3-11-8 (min. 0-1-8)
3 = 14513-11-8 (min.0-1-8)
Max Horz
1 = 100(LC 8)
Max Uplift
1 = -43(LC 8)
3 = -93(LC 8)
Max Grant
1 = 281(LC 14)
3 = 281(LC 15)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1131255
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)1, 3.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels- Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Job
Tmss
Truss Type
ON
PIY
Std. Pac./6811 El C
AOfi50517
63184
MV5
Valley
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com -Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc- Wed Dec 23 13:19:18 2015 Page
ID:cS2yUAsdmV4V5z1D1W WpPzmH46-2gdCxjAh402WORU8JJO5Avd?E6kaNigUSHe?my64d
1.5x4 11
2
4 3
2X4 G 1.5x4 11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/del)
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.98
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.69
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
nla
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
Weight: 19 lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during tmss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
20515-3-8 (min.0-1-8)
3 =
205/5J-8 (min. 0-1-8)
Max Horz
1 =
142(LC 8)
Max Uplift
1 =
-60(LC 8)
3 =
-131(LC 8)
Max Grav
1 =
314(LC 14)
3 =
314(LC 15)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-160/357
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vxasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonroncti ent with any other live loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) 1 except (t=1b) 3=131.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcun-en/ with any other live loads.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
wmmvgme aa:.an.rs.m.r me rzaue[sunilst+au uurrc.e an,vsmcrren+la:anmmwr mmarumr..mnm.oemonnn«m rww�lew.r.ppwiramr.sm®aa. :run mmerw,..y MANOB MARIINEZ,P.E.i
widmmamrb.,vwb,.metam rovroe.mse.0 u k ur rGswmrrmmlm ammrmo rn r,<y.m.dm.n.l•mmmmvwm v v«onnrmamv.a+syas a�.mem[v m>mh a mtn eemeImmovrmtimm.
' .a,eavd.,.±aum,aamrr r.v m,mmwvltam,a �aa.mr mwma>sra m,v:,v�v a�. mermmadaut,m.nCm.lanmahvW marrii«.mmatmrlwrra ss am,i ,. awrn�•samn.mmmm.mam.e,9 remwm, #0411R3 '
r„vmaaryam.raren9ees ae omm„na meumem>mry wroae 4awacme.r«emdarid.�nmpu4nNa.etrrndsru a.n..amvmrawa. mlera.,t rnv«+�«,m+ +.im. auvme,nm„»v«usrr,,.rma 10019(harNan Or.
rrm,umaam.,,a,n,m.«: a,em M.ememRr as m uvm.ovm�,s run n.uenuis=roc 'vnrm ru.vauq.erarnnsra,•ammnr.m,maax neWmrwm-.e.na. _-.amrm.
Gppmpr�1015 P-Itrol rrm«, MmmlMvams;rt repndmmva'd�saamxl,amtla.:,npo-:;himdrS mtia lnmsueohoo kl raolkesr,-tivmelnmm;PF OIIOndo, FL 32832
Job
Truss
Truss Type
Ply
Std. Pac./6811 El C
63184
MV6
Valley
�Qty
2
1
A0650518
Job Reference (opfiona0
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.cam Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:18 2015 Kagp
ID:cS2yUAsdMV4V5ztDIWWpPz H46-2gdCxjAh402WORUBJJQ5AviQE4YaNigU5He?my64r
6-0-0
6-M
0
0
1.Sx4 II
2
2x4 i 4 33.6 II
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.70
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.83
Vert(TL)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014rrP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structure) wood sheathing directly applied or 6-0-0 cc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 9-8-4 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 23515-11-8 (min. 0-1-8)
3 = 23515-11-8 (min. 0-1-8)
Max Horz
1 = 162(LC 8)
Max Uplift
1 = -69(LC 8)
3 =-151(LC 8)
Max Grav
1 = 331(LC 14)
3 = 331(LC 15)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-183/403
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extenor(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)1 except (jt=1b) 3=151.
7) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencument with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 21 to FT=O%
Job f Truss
TmssType Ory
Ply=Pac,1.68(.1,1,E63184
MVS
GABLE 1
N i rcwr i nuaar=a, rUK i nenct, r� 3494e, design(maltruss.com Run: 7.640 s Uct f ZU15 Print t.MU s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:18 2015 Page
ID:rS2yUAsdmV4V5zIDIWWpPz H46-296CxjAh402WORU8JJO5AvIGEAyaKrgU5He?my640
2x4 i 6 5
1.5x4 II
1.5x4 II
4
1.5x4 II
LOADING(psf)
SPACING- 2-0-0
CS'.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25 •
TC 0.45
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.42
Vert(TL)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.25
HOrz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
Weight: 31 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
108/841-0 (min. 0-1-8)
4 =
135/8-0-0 (min. 0-1-8)
5 =
407/"-0 (min. 0-1-8)
Max Horz
1 =
225(LC 8)
Max Uplift
4 =
-86(LC 8)
5 =
-261(LC 8)
Max Gmv
1 =
260(LC 15)
4 =
275(LC 17)
5 =
426(LC 16)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-417/68
WEBS
2-5=317/649
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf;
h=25% Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) zone; cantilever left and
right exposed ;C-C for members and forces $ MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except (jt=1b) 5=261.
7) This truss has been designed for a moving
concentrated load of 200.OI11 live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
8)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Job Truss
Truss Type
Qty
Ply
Std. Pac.16811 El C
A0650513
63184 MV10
Valley
1
1
Job Reference o aonal
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.00m Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:18 2015 Pegg
ID:cS2yUAsdmV4V5ztDIWWDPzmH46-296CxjAh402WORU81JQ5AveRE5QaJpgU5He7my64d
10-0-0
10-0-0
d
0
2x44 6 5
3x6 II
1.Sx4 II
3
4
1.5x4 II
LOADING(psf)
SPACING-
2-f1-0
CSI.
DEFL.
in (loc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.95
Vert(LL)
n/a -
We
999
TCDL 15.0
Lumber DOL
1.25
BC 0.71
Vert(TL)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.31
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
65/9-11-8 (min. 0-1-8)
4 =
214/9-11-8 (min. 0-1-8)
5 =
551/9-11-8 (min. 0-1-8)
Max Horz
1 =
287(LC 8)
Max Uplift
1 =
-5(LC 14)
4 =
-137(LC 8)
5 =
-353(LC 8)
Max Grav
1 =
236(LC 15)
4 =
319(LC 17)
5 =
551(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-552/83, 3-4=-166/319
WEBS
2-5=-429/824
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurtent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1001b uplift at
joint(s) 1 except Qt=1b) 4=137, 5=353.
7) This truss has been designed for a moving
concentrated load of 200.0I15 live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks with fired heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 39 In FT=0
Job ! Truss
Truss Type
ON
PN
Pac./6811 El C
A0650520
63184 PB1 ..
Valley
2
1
rtd.
hReference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design(o3altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:19 2015 Page
ID:cS2yUAsdr V4V5ztDIWWpPzmH46-WL04PHkoRO8v897gi0rteOSvbeTTJnspillBYCy64d
4x4 =
6.00 12
5x6 =
4x4 =
3x4 = 17 15 18 14 19 13 20 12 11 21 10 22 9
3.4 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in (loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL)
We -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.59
Vert(TL)
We -
We
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.20
Horz(TL)
-0.00 16
n/a
me
BCDL 10.0
Code FBC2014ITP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide -
REACTIONS. All bearings 255-7.
(Ib) - Max Horz
1= 80(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s)
15,9 except 1=-170(LC 17), 2=185(LC
8), 11=274(LC 7), 13=-253(LC 7),
14=-220(LC 6), 10=-147(LC 6)
Max Gmv
All reactions 250 lb or less at joint(s)
1, 15, 9 except 2=386(LC 17), 11=571(LC
13), 13=546(LC 1), 14=480(LC 19),
10=430(LC 21)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
6211=-450/522,5-13=423/492,
4-14=-363/406,7-10=2921334
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
3) Provide adequate drainage to prevent water ponding.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) Gable requires continuous bottom chord bearing.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonwncurrent with any other live
loads.
8) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will 6t between the
bottom chord and any other members.
9) Bearing at joint(s)16, 9 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verity capacity of bearing
surface.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 15, 9 except (Y--lb) 1=170, 2=185, 11=274,
13=253, 14=220, 10=147.
11) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
12)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
13) See Standard Industry Piggyback Truss
Connection Detail for Connection to base truss as
applicable, or consult qualified building designer.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 86 lb FT=O%
Job Truss
Truss Type
Qry
Pry
Std. Pac./6811 EI C
A}065O521
63184 P62
Valley
1
1
J b Ref rents ( pti a0 '
Al ROOF TRUSSES, FOR] PIERCE, FL 34946, design@albuss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 72015 MiTek Industries, Inc. Wed Dec 2313:19:20 2015 Bag@
ID:cS2yUAsdrwV4V5ztDIWWpPzmH46- YySddIQChHmUasFkMUAb?441 pe2E5zxPml4ey641
4x4 =
Sxfi =
r: nn F,5- 4v4 =
17 15 18 14 19 13 20 1211 21 10 22 9
3x4 = 3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL,
in (loc)
Well
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC0.56
Vert(LL)
n/a -
nla
999
MT20 2441190
TCDL 15.0
Lumber DOL
125
BC 0.59
Vert(T-)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WET 0.20
Horz(TL)
0.00 16
nla
n/a
BCDL 10.0
Code FBC2014TFP12007
(Matrix)
Weight: 89 lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 253-7.
(lb)- Max Horz
1= 93(LC 8)
Max Uplift
All uplift 100lb or less at joint(s) 1,
9 except 2=-10o(LC 8), 12=276(LC 7),
13=-256(LC 6), 1(16), 14=133(LC
7), 15=129(LC 8)
Max Gmv
All reactions 250 to or less at joint(s)
1 except 2=307(LC 23). 12=576(LC 13),
13=539(LC 14), 10=126(LC 28),
14=392(LC 25), 15=277(LC 24), 9=251(LC
29)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
WEBS
6-12=-053/522, 5-13=4221490,
7-10=297/330, 4-14=-258/258
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf;
h=25ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
3) Provide adequate drainage to prevent water ponding.
4) All plates are 1.5x4 MT20 unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) Gable requires continuous bottom chord bearing.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all auras where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
9) Bearing at joint(s) 16, 9 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) 1, 9 except at --lb) 2=100, 12=276, 13=256,
10=142, 14=133, 15=129.
11) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
noncencurrent with any other live loads.
12)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
13) See Standard Industry Piggyback Truss
Connection Detail for Connection to base truss as
applicable, or consult qualified building designer.
LOAD CASE(S)
Standard
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MANUR MARTINEZ, P.E.
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Orlando,
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Job 4 Tmss
Truss Type
Oty
PIY
Std. Pac./6811 EI C
63184 P83
GABLE
1
1
A065O522
Job Reference o tional
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com
6.00 12 5x8 i
3 4
d 12 I- 1
18 16 19 15 14 20
3.4 = 3x8 iI 3x4 =
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:21 2015 Page
ID:cS2yUAsdMV4V5z DIW WpPzmH46-SkWggzl2z?PdNT93pRt7jpXG5R9mhd6A3W Ic5y64r
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
I/deft
Ltd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.48
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.60
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.24
HOR(TL)
-0.00 17
n/a
n/a
BCOL 10.0
Code FBC2014/fPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pur ins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 25-5-15.
,(Ib) - Max Horz
1= 52(LC 8)
Max Uplift
All uplift 1001b or less at joint(s)
1 except 17=-505(LC 17), 2=171(LC 14),
13=-253(LC 7), 15=-245(LC 6), 12=256(LC
6), 11=-322(LC 6), 16=-107(LC 7)
Max Gmv
All reactions 250 lb or less at joint(s)
1, 17,2 except 13=545(LC 1), 15=514(LC
1), 12=547(LC 1), 11=797(LC 17),
16=396(LC 14)
FORCES. (Ib)
Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except
when shown.
TOPCHORD
10-17=295/505, 9-10=-3551299
WEBS
5-13=423/491, 4-15=404/469,
7-12= 425/494, 8-11=-546/642,
3-16=207/255
NOTES-
1) Wind: ASCE 7-10; Vult--170mph 13-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf,
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Provide adequate drainage to prevent water pending.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 17 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity, of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1 except (jt=lb)17=505, 2=171, 13=253,
15=245, 12=266, 11=322, 16=107.
9) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
10)'Semi-rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
11) See Standard Industry Piggyback Truss
Connection Detail for Connection to base truss as
applicable, or consult qualified building designer.
LOAD CASE(S)
Standard
1.5x4 II
8 9
-o
Er
17 0,0
11 10 23
3x10 i
,.5x4 =
PLATES GRIP
MT20 2441190
Weight: 77 to FT = 0%
Job
Truss
Truss Type
Gty
PIY
Std. Pac./6811 El C
A0650523
63184
PB4
GABLE
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com
6.00 12 SX8 i
3 4
18 16 19 15 1420
3x4 = 3x8 I 3x4 =
Run: 7.640 s Oct 72015 Pnnt 7.640 s Oct 72015 MI-Tek Industries, Inc. Wed Dec 2313:19:222015 Page
ID:cS2yUAsdmV4V5rtDIW WpPzmH46-ww4C2JmgkJXU?dkFN9OMF04RnrV4WBKGPjFr8Xy64i
"riffs �'b.S'S6X��:DY'� �a�xXi.'.'.x;ix�'✓rk'G� "Hd'.9,
4
LOADING(psf)
SPACING
2-M
CSI.
DEFL.
in (loc)
I/clef]
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.48
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.60
Vert(TL)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.22
Hom(TL)
-0.00 17
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 -
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 25-9-15.
(Ib) - Max Harz
1= 53(LC 8)
Max Uplift
All uplift 100 It, or less at joint(s)
1 except 17=-383(LC 17), 2=-181(LC 14),
13=-252(LC 7), 15=-249(LC 6), 12=257(LC
6), 11=284(LC 6), 16=-114(LC 7)
Max Grav
All reactions 250 lb or less at joint(s)
1, 17, 2 except 13=543(LC 1), 15=522(LC
1), 12=548(LC 1), 11=682(LC 17),
16=111(LC 14)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
10-17=219/383, 9-10=-267/224
WEBS
5-13=-421/489, 4-15=-410/476,
7-12=427/495, 8-11=482/566,
3-16=221/272
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf;
h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Extedor(2) zone; cantilever left and
right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Provide adequate drainage to prevent water pending.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6) - This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 17 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)1 except (jt-lb) 17=383, 2=181, 13=252,
15=249, 12=257, 11=284, 16=114.
9) This truss has been designed for a moving
concentrated load of 200.OIb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
10) "Semi -rigid pitchbreaks with fixed heels- Member
end fixity model was used in the analysis and design
of this truss.
11) See Standard Industry Piggyback Tmss
Connection Detail for Connection to base truss as
applicable, or consult qualified building designer.
LOAD CASE(S)
Standard
1.5x4 11
8 9
iw (o
o'
17 0
22 11 1$3
3x10 1.
1.5X4
PLATES GRIP
MT20 2441190
Weight: 78 lb FT=0
Job 4.
Truss
Truss Type
ON
Ply
Std. Pac./6811 EI C
63184
PB5
Valley
3
1
A0650524
-
Job Reference (optional)
At ROOF TRUSSES. FORT PIERec, rL 4q b, oeslgntdaltruss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:22 2015 Page
ID:cS2yUAsdmV4V5zIDIWWpPzmH46�4C2JmgkJXU?dkFN90MF04YPrc3WBhGPjFr8Xy64i
0
2x4 =
LOADING(psf)
SPACING- 2-M
CSI.
DEFL,
in (loc)
Vdefl
L/d
PLATES GRIP
- TCLL 20.0
Plate Grip DOL 1.25
TC 0.06
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.15
Vert(T-)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.00 2
n/a
n/a
BCDL 10.0
Code FBC2014rTP12007
(Matrix)
Weight: 7 lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-5-7 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
312-4-15 (min. 0-1-8)
5 =
53/2-4-15 (min. 0-1-8)
2 =
122124-15 (min. 0-1-8)
Max Horz
1 =
61(LC 8)
Max Uplift
5 =
-31(LC 8)
2 =
-85(LC 8)
Max Grav
1 =
34(LC 8)
5 =
230(LC 15)
2 =
264(LC 14)
FORCES. (lb)
Max. Comp./Max. Ten. -AII forces 250 (lb) cr less except
when shown.
NOTES-
1) Wind: ASCE 7-10; VuIr170mph (3-second gust)
Vasd=132mph; HVH2; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load noncencument with any other live loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing atjoint(s) 1, 5,2 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 5, 2.
8) This truss has been designed for a moving
concentrated load of 200.Olb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
9) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
10) See Standard Industry Piggyback Truss
Connection Detail for Connection to base truss as
applicable, or consult qualified building designer.
LOAD CASE(S)
Standard
u1d„ovanwphmeOb,aWt«m,mbmb, aei b, 1 m uw r..sp.�ruf- ta.ww.nuo a .,uplmx m wm unmegmeml W.abyr �d p.i ,imp .-imee. m.ummr mmpmi n e:.P -p�,t=eneaa..,. MANUB MABfINEZ, P.L
wob5hdmx:fa,rm,meurac':wphme,npeuAEryda a. a.vn.w+. ayem alildyMane,�me,whtlelme aLiMa[M,Wm6dfsp ed dmFr. pen 4dwmp,a sda.umo-lbxaa,mas ooa.e ®ddmvaRilbeme #047182
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lm,veeob,m.,.m„erameaeboeagaoemao?o.an,emeeyermwM�m.a.ea ram„uup.ma�nhurmepo;uyeeay.,,mr�m�swmr.sme•menmaaea rurepcwwmna.,,aeg,emrnt.
tryrvipM9m11 A�1 twlrnnxs�amo4Ymavn, P.t. repaamtivar'A=,dame:n,i.uyfaa,isne+mi:ea.bnnimnpe,eu�venbomA�l loolbessn-aivmlkmtietr.0 Orlando, FL 32832 I
Job
Truss
Truss Type
Dry
Ply
Pac./6811 EI C
A0650525
63184
PB6
Valley
1
1
�Stcl.
Job Reference (optional t
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:22 2015- Page
ID:cS2yUAsdmV4V5rtDIW WpP=H46-ww4C2JmgkJXU?dkFN90MF04YPrc3WBhGPjFr8Xy641
2x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deft
Idd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0,06
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.15
Vert(TL)
nla -
n/a
999
BCLL 0.0 '
Rep Stress Ina
YES
WB 0.00
Horz(TL)
-0.00 2
n/a
nla
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
Weight: 7lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-5-7 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
312-4-15 (min. 0-1-8)
5 =
53/2-4-15 (min. 0-1-8)
2 =
122/2-4-15 (min. 0-1-8)
Max Horz
1 =
61(LC 8)
Max Uplift
5 =
-31(LC 8)
2 =
-85(LC 8)
Max Gmv
1 =
34(LC 8)
5 =
230(LC 15)
2 =
264(LC 14)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf;
h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 1, 5, 2 considers parallel to grain
value using ANSI(TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) S. 2.
8) This truss has been designed for a moving
concentrated load of 200.Olb live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcument with any other live loads.
9) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
10) See Standard Industry Piggyback Truss
Connection Detail for Connection to base truss as
applicable, or consult qualified building designer.
LOAD CASE(S)
Standard
bmAry�%mehmae�lr�mLvb'LIW['r11Ti93rIltlF1}QUr4NrSrkOnf1oR10SICcrrl4ttr)A(CiTI1tKiYArlma Yadrleagnpmm�envnd,vedmMwO'nfmvOvuregaar(NprdMYYmdtluemrL44 v4sei M!wvew 0vk,v�PmvG Nmer RviOY, NI
MANURRARTINEZ,P.C.
GIeY�ovrpkm AAEeeW MMI4EMhrv5l bvr:mMcnrvpen(U.kpbXrlvpam1ZrvdnmrlW„pn�,®mevbmeAOePvinuolevplmmyieyewd3ryMMdvY+d�evgY6avt:¢trGu Ym IW elnirl.1. i41evyvea,vgba,,be' rzNuini.
Ailvim,lm epvv3rn16mvymib'+rAi OmvStamtevglmi+lrynla6vl✓IGgA+ymr;:ibe,vgm AIb YGAenCMInALMurNeWWI. l4operAA-0uIDOefwSJrodlMiwt'sldglmlLr.Yny,hadlvtlmmdb¢i9.+lSbde
#0471RR
!vmWrdvu
,v,pvaAnrAMbamrh �mdkme,Sew,wmwhlrJvedMloMu,mlpiAveeAMWi6g4gaenLhp4Mufavnnrlp.piAelhPlvdpnov,eMea3ly wNgi[ve. Ml Gtaebee+p+3Ae�eNt✓uAnvtmvWtlyn,finexu7kquenvd
10019 Chorllon Cir.
ImeYmdoihie,mbnenmAnlAmihrope�e.en�.unrtnhow+mbmw.Ipbvuhtlp inrynvrCf6erAderdugmat,mSrnevivguevbwrr. Y[vpe6elinn avmtIYIM.
IrynkN>3MI5111>ermxe�NomAbbmrt reprahrivndtli+lmmuraevrlvetkpeAYned Ynn�lepepnAw6mbl toelrnxn�YmoellW:nrE
Orlando, FL 32832
Joh Truss
Truss Type
Dty
Ply
Pac./6811 EI Clo631194
PB7
Valley
1
1A0650526
Ed.
b Reference 26ona11
Ai RUUF I KU1 btS, rUK I PILKUL, FL 34U45, desgn(maltmss.com - Run: 7.540 a Oct 7 2015'Pnnt. 7:640's Oct 7 2015 MITek Industnes-Inc.. Wed Dec 2313:19:23 2015 Page
I D:cS2yUAsdmV4V5ztDI W WpPzmH46-06ebFfnlVcfLdnJRrsvbaEdj9FylFexPdN?Phzy64
5 1.5x4=
2x4 =
1
0
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.06
Vert(LL)
n/a -
n/a
999
MT20
244/190
TCOL 15.0
Lumber DOL 1.25
BC 0.15
Vert(TL)
n/a -
n/a
999
SCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.00 2
n/a
n/a
BCDL 10.0
Code FBC2014frPI2007
(Matrix)
Weight: 7lb
FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No-2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural woad sheathing directly applied or 2-5-7 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
312-4-15 (min. 0-1-8)
5 =
63/2-4-15 (min. 0-1-8)
2 =
122124-15 (min. 0-1-8)
Max Hoe
1 =
61(LC 8)
Max Uplift
5 =
-31(LC 8)
2 =
-85(LC 8)
Max Grav
1 =
34(LC 8)
5 =
230(LC 15)
2 =
264(LC 14)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10: Vult=170mph (3-second gust)
V'asd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf;
h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.25 plate grip
DOL=1.25
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 1, 5, 2 considers parallel to grain
value using ANSI/TP11 angle to grain formula.
Building designer should verify rapacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joints) 5, 2.
8) This truss has been designed for a moving
concentrated load of 200.01b live located at all mid
panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
9) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
10) See Standard Industry Piggyback Truss
Connection Detail for Connection to base truss as
applicable, or consult qualified building designer.
LOAD CASE(S)
Standard
J
r�
Jar
40t�
A-1 ROOF
TOTKUSSIES
AFLORIDACORPORATION
Important Notes /Please Review Prior to Truss installation-
1) Trusses are to be handled, installed and braced in accordance with the following standards:
ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving
Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling,
Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Thus Plate
Institute. Any of this material can be obtained by contacting A-1 Roof Trusses Spanish versions are
also available.
2) All temporary and permanent bracing design, connection, material, and labor by others.
3) Truss designs are for an individual component, not for a truss system Reactions and uplifts may
vary from building designers calculated loads. The building designer is ultimately responsible for
clarifying any discrepandes.
4) If provided by truss manufacturer, any engineered beams provided have been sized using
information design guides or software provided by the beam manufacturer. The building designer
should verify all loads uplifts, and bearing requirements Tress manufacturer is not responsible for
specifying beams, other than those provided by truss manufacturer.
5) Unless specified, roof trusses are not designed for any additional attic storage loads
6) On flat surfaces, adequate drainage must be provided to avoid ponding.
7) It is the builder's responsibility to assure there is adequate room for A/C dues, electrical wiring and
plumbing runs to assure they do not interfere with the truss chords (Roof and floor.) Truss chords
and webs cannot be art_ Attic access opening should be located between trusses unless otherwise
noted_
8) Unless specified, valley framing design, connection, material and labor to be supplied by the
builder_
9) Attached drawings are standard details that cover most installation standards Structural details
provided by the building designer supersede any attached details
10) Tresses are not designed to carry the chimney, cupola, steeple, or other structures unless specified.
Structure should be framed through the trusses to be supported by the foundation_ In cases where
trusses are designed to carry the structure above all loads and uplifts MUST be verified by building
designer. Connection of structure to trusses must be provided by the building designer.
1 1) The specific engineered truss: drawings are subject to other terms, conditions, and details on the truss
placement plan and/or individual truss design drawings
12) Trusses are designed to carry ONLY the specified loads on the engineered drawings Point loads
for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed
unless specified on sealed engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 St. Lucie Blvd., Fort Pierce, FL 34946
772-409-1010 Office 772-409-1015 Fax wwwAltruss.com
T4
TH D26
178:4
2495
2855
3060
2170
18 -16d (Face)
FL13285.35
12- SOd x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HT025
2940
B40
3600
1555
11 - Iod x 1-112 (Carried Member)
20.10d x 1-112 (Curried Member - MaxNoiling)
20 -16d (Carrying Member)
20 -16d (Conying Member- Max Nailing)
TS
THD26-2
179:4
2340
2920
3175
22B5
18 - 16d (Face)
FL13285.35
12 -10d (Joist)
06-
0921.05,
RR 25943,
19116-R
HHUS26-2
2795
955
3405
L50
14-16d(Face)
6-16d(Jobt)
HTU26-2
2940
3340
2600
2175
20. 10d(Coined Member -Max Nalling)
p -16d (Carrying Member- Max Nalling)
T6
THD28
1781,
$965
3965
3965
2330
28-16d (Face)
FL13285.35
16 - 10d x 1-1/2 (Jelet)
, 06- ,
0921.05,
RR.25943
HTU28
3020 .
4340
4680
2140
26.10dx2-112(Carried Member -Max Nalling)
26-16d (Carrying Member- Max Nalling)
T7
TH028-2
178:4
3950
4540
4935
2595
28'- 16d (Face)
FL13285.35
16 -10d (Joist)
, 06-
0921.05,
RR 25843,
.13116-R
HHUS29.2
4210
4770
5140
2000
22 -16d (Face)
•
B-IEd(Jo bt)
HTU28.2
3820
4340
4680
3405
26 -10d (Carried Member- Max Nalling)
26.16d (Carrying Member- Max Nalling)
T8 'rHD48
17904
2540
2920
3175
2285
-
18- 16d (Face)
FL13285.35
12 - 10d (Joist)
, 06-
0921.05,
RR,25843,
,
13116-R
USP Structural Connectors
Name:
US P
Address:
STRUCTURAL
WNNECTORT
Customer.
A MTek-Compreny
Contact Number_
• Fastener Comparison Table
F- SPtS o Ow
:4_FIeocn she =
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` s
..
rRsqu&ed�
-
T1
JUS24
4-10d(Header) -
LUS24:
4-10d(Heade4
2-10d(loist)_
2-.10d(Jo(so
-
TIO
THDH25-2
20-16d(Face)
11GUS16-2
20-I6d(Face)
8-16d Qocst)
8-16d(Joso
-
M
THDH26-3
20-16d(Face)
HGUS26-3
20-16d(Fcce)
8 =16d (Jam)
8-16d (loiso
-
712
THOKa-2
36-I6d(Face)
HGUS282
36-16d(Fare)
1.0 - 16d (Joist) -
12-16d(/oisi) .
-
113
THDH28-3
36-15d (Face)
14GU529-3
36-16d(Facn)
12- I6d (Joist)
12- I6d (Joso
-
T2
JUS26
4-lad(Header)
LUS26
4-10d(Hwdeo
..
4-10d (loist)
4-10d (Jo&t)
- -
T3
MSH422
22- lad (Face -race Max Nailing)
7HAi22
6- 16d(Carried Member-R,-ce Moun0
6-lad (Face -Top Max Nailing)
6- lad (Curried Member -Top Fpange)
6-lad (Joist- Face Max Nailing)
22 - 16d (Face - Face Nouno -
i-lad(loist-Top Max Nailing)
2-16d(Face -Tap Hang-)
4-lad (Fop -Tap Max NarTrng)
4-I6d(r-op- Top Hange)
-
T4
THD26
18-16d(Fam)
HTW6
S1-IOdxi-12(Curried Membeo
12 -lad xl-lj2 poist)
20- IOdx1-12 (Curried Mernber-
Maxlvm7ng)
20 -16d (Curryiig Member)
20 - I6d (Caaywg Member - Mox
MOW
-
TS
THD26-2
18-16d(Face)
HHU526-2
14-16d(Face)
12- lad (Jds[j
6-16d polo
-
T6
THD2S
28-16d(Face)
11TU23
26-10dx1-112(CaniedMember-
16-10dX1-2/2 (Joist)
Max Nm7(ng)
26-16d (Cdayurg Member- Max
Nar7(ng)
-
T7
TH028-2
28-16d(Face)
HHUS28-2
22-16d(Face)
3-6-lad(loiso
-
8-16d(lost)
-
T8
THD46
18-16d(Face)
HHUS;6
14-I6d(Face)
12 -1od (Joist)
6- I6d (Joist)
-
-M
THD48
28-16d(Face)
HHiI548
22-16d(Face)
16-lod (-Foist)
8-16d &&0
USP Structural ConneMrs j
Name:
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flange
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flange
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TYPICAL ALTERNATE
BRACING
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FLAT
GIRDER
TRUSS
TRUSS -241
UPLJFT CONNECTION
SEE ROOF TRUSS
OR FLAT
u
12
❑'r•rrr u l 77
MAX 30 (2 -5")
2X6 #2 SP BOTH FACES
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SIMPSON H5
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STATE OF
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1109 COASTAL BAY
BOYNTON BC,FL 33435
10/19/12
FEBRUARY 14, 2012 I Standard Gable End Detail f SHEET 2
VIMO FA7ek mrn c, rnw Page 2 of 2
ALTERNATE DIAGONAL BRACINGTO THE BOTTOM CHORDORD
Trusses @ 24" o.c_
HOP.QDNTAL6RACF Z,ED(AGONALSNACESPACED �4B'O.C.
[SEES£L'nON A -AI ATIACHEDIDVERTCALYAfN(ry-t Ed
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CB[R'G SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
SFRUCiUR4LGABLETRUSSES MAYBE BRACEDAS NOTED:
LdEHOD t-ATfACHAMATCHNG GABI.E7RUSSTOTHE NSME
FACE CFTHESiRICiURALGABLEANDFASTEM PGL
FOLLOW NG NAIXWGSCHEDtg F
?AETHDD2-ATTACH2X SCABSTOTHEFACEOFEACHVER=I
WET�EA OFrTHE Sf RUCFURAL GABLE PER THE FU 11
NAHMS SCHMULF-SCAB.SARE7D BEOFTHESANE:
150
NOTE: THIS DETAlLISTO BEUS® ONLYFOR I
STRWTURALGAEISWFFH INLAYED
SUO& TRUSSES W FTF{OUT INLAYED
Sl1DS ABE NCITADDRESSM HERE
STAN1AFO I
GABLETAUSS
'II' �_
—
'� • _ STATE OF _: _�
1109 COASTAL HAY
BOYNTON HC,FL 33435
FL''BRUARY 14, 2012
TRUSSED VALLEY SET DETAIL
ST-VALLEY SYP
0
MGTEIc fnduslri�, IIIc
GENERALSPECIFEATIONS
1. NAILSRF=35' X D-1
2-INSTALLVALLEYTPo
SECUREPEA DETAII
3. BRACE VALLEY WEE
INDIVIDUALDESM
GAELEEND.CONDIONTRUSS 4. BASE TRUSS SHALL
Wrex lmlushies.Che twlfeld. MD Page i ul7
ACCORDNMCEWRHTHE
90N 1RILSS
SPACING
SECURE VALLEY TRUSS
WI ONE ROW OF 16d
NAILS S' O-C- WIND DESIGN PASCE 7AD, M MPH 2, ASCE F� 12D MPH
WIND DESIGN AERERASCE7-1D 7R1f�ti
j� AATfACH2# CONTINUOUSNQ2SYP MAXMFANROOFH8GHr-3UFEET
RCOFIOTHEAOOFW/Tl�%016d 73t'Xa.S')NAIS CATEGORY
ORYIt BUILDINM31{2 MAXN4UM'IDi12
{[L CATEGORY It HULLOING
Kro EACH BASETRUSS- EiPOSURECORD
r I WIND DURATION OFLOAD INCR 11E101111
I DETAIL A
(MAXIMUM V SHEATHING)
N.T-S.
LLOAD WQ ; �s 11!,/'
AD t4a+D 19F� �9F••
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STATE OF .�
1109 COASTAL BAY
BOYNTON BC,FL 33435
OCTOBER 1, 2005
UPLIFT TOENAIL DETAIL
ST-TOENAIL UPLI
El
Ay
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Irv=
MTek Industries. Inc
MTd: Industries. Ch=sxdiFld. MO Page 1 of 1
NOTES
1-TOE-NAILSSHALLBEDP.IVEN AT AN ANGLEOF30DE EES;WITHTHEMEM6FR
MID STARTED 113THE LENGTH OFTHENAIL FROMTHEMEMBER END AS SHOWN-
2 THE END CISTANCF-EDGEDIsTMJCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OFTHEWOOD-
3. ALLOWABLE VALUESHALL BET1-ELSaP.. VALUE OFTHEBOTTOM CHORD SPECIES
OR TOP PLATE SPECIES FOR MEMBERSOF DIFFERENT SPECIES -
a TANT
SIDE VIEW
NEAR
FAR. SIDE
TOE
OF
VIEtAS SHOWN AREFOR
rl-WS -IG N PURPOSES ONLY
TOENAIL VVfTHDRAWAL VALUES PER NOS 2001 If/nail)
CIAK SYP
DF HF
SPF
I SPFS
.131 I 5tt5
4H.1 31➢
Z9.tt
20.3
O
-135 I W3
475 I 32a
30.7
203
.162 I 723
57➢ 393
3M
25.1
z
.128 53.)
41A 27
2TD tHi
-131 543
428 293
277 Etta
r
-148 Hi_4
493 332
313 273
0
.t2n
459
14 8
1 23A
15a
O
_128
49➢
28.5
3H5
25JI
17➢
o
1 -131
50.1
395
27.1
Xi
17.4
�
1 .143
56a
44.13
30a
283
19.6
VAU.fES SHOVM AFE CAPACITY PE2TO&ML-
AFPUCftaEDUP-ATION OF LOAD INCREASES MAY BE=APPLIED.
EYAMPLE
(31-16d NAILS (.162' dam. x 3.41 WITH SPFSPECIPS TOP PLATE
ForlAlnd DOL of 133-
3 (rmils)X36.8 (IbfnHI)X 1.33 (DOL forwind)=146.81b Maximum Allowable Up6@Readfon Due To Word
F-orVMnd DOL of 1.60-
3 (na1ls)X363 (IbfnaA)X 1.60 (DOL forw)nd)=176.61b Maximum Allowmble Up6ftReadton OueTo Wind
If the uplift madion specified on the—t � Design
Drarimg Is more than 1453Ibs (176.6lbs) another
mechar Ical uplift connecEon must be used
USE P)TOENAOS ON 2 A BC-iRNG VMU-
^'US=(4)T0&"lSON3fi BEARINGVVAU-
10/3.9/32
,`V1111llllfflf
N 34869
--u �—
_p - W=
— _ STATE OF
1109 COASTAL BAY
BOYk=N BC,FL 3343S
jULY 20,2015
TYPICAL.HIP/KNG JACK CONAT'CTION I ST- CORNERSET
4Q.O.
T'RY755FS
Attach End Jack w/
(4) 16d Toe Nails TC
& (3) Toe Nails BC
X
d
0
GENERAL SPECIFICATIONS
1. MAX LOAD: 55 psf Roof Load,170 mph,
ASCE 7-10, 25'-0" Mean Height, EXP C.
Attach King Jack w/ (2)16d Toe
Nails Q TC & 24" Strap w/ (6)
10d x 1.5" ea_ end @ BC
Attach Corner Jack's w/ (2)
16d Toe Nails TC & BC (TYP)
Attach Corner Jack's
w/ (3)16d Toe Nails TC &
(2)16d Toe Nails BC (TYP)
Manuel
Martin,�•�
a;::yv�ati