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HomeMy WebLinkAboutTruss 6-16-164451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
y�.•.� of �
TRUSS ENGIN-E-ERfN-G
BUILDER: CalAtlantic Homes SF
PROJECT: RIVERBEND
LOT/BLK/MODEL: Lot:23 / Model:6511 / Elev:D / GAR L
JOB#: 65019
MASTER#:
OPTIONS: BONUS ROOM W/ BALCONY
MASTER BEDROOM W/ 4' EXT
r-
\\
f��
RE: Job 65019
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
A-1 Roof Trusses
4451 St Lucie Blvd
;it; Information: Fort Pierce, FL 34946
'ustomer Info: CALATLANTIC HOMES - S FL DIVISION Project Name: RIVERBEND
_ot/Block: 23 Model: 6511
kddress: 3116 NW RADCLIFFE WAY Subdivision:
:ity: County: Palm Beach State: FL
Jame Address and License # of Structural Engineer of Record, If there is one, for the building.
Jame: License #:
kddress:
'ity:
3eneral Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
-oading Conditions):
design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6
Nind Code: ASCE 7-10 Wind Speed: 170 MPH
Roof Load: 45.0 psf Floor Load: 65.0 psf
-his package includes 115 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
:onforms 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
A0808297
A01
6/9/16
13
A0808309
A13
6/9/16
25
A0808321
C01
6l9/16
A0808298
A02
6/9/16
14
A0808310
A14
6/9/16
26
A0808322
CO3
6/9/16
A0808299
A03
6/9/16 1
15
A0808311
A15
6/9/16
27
A0808323
C04
6/9116
A0808300
A04
6/9/16
16
A0808312
A16
6/9/16
28
A0808324
C05
6/9/16
A0808301
A05
6/9/16
17
A0808313
A17
6/9/16
29
A0808325
C06
619/16
A0808302
A06
6/9/16
18
A0808314
A18
6/9/16
30
A0808326
C07G
6/9/16
A0808303
A07
6/9/16
19
A0808315
A19
6/9/16
31
A0808327
CA
6/9/16
A0808304
A08
6/9/16
20
A0808316
A20
619/16
32
A0808328
CAP
6/9116
A0808305
A09
6/9/16
21
A0808317
A21
6/9/16
33
A0808329
CJ3
6/9/16
0
A0808306
A10
6/9/16
22
A0808318
A22
6/9/16
34
A0808330
CJ313
6/9/16
1
A0808307
All
6/9/16
23
A0808319
A23
6/9116
35
A0808331
CJ3P
6/9116
2 A0808308 Al2 6/9/16 24 A0808320 A24 6/9/16 ; j 36 I A0808332 CJ5 6/9/16
Whe truss drawina(s) referenced have been Drepared by MiTek Industries. Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses,
�_ td. -. .
Truss Design Engineer's Name: Anthony Tombo III
Ay license renewal date for the state of Florida is February 28,2017.
�dt
ti8
TOTE-Mie seal on these drawings indicate acceptance of professional * ?
engineering responsibility solely for the truss components shown.
4.•�?
'he suitability and use of components for any particular building is the responsibility of the ��i, '�:. � tA•,�,
tuilding designer, perANSIITP14 Sec. 2. y. „
'he Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the ;r j
:onstruction documents (also referred to at times as 'Structural Engineering Documents'): r
«+. -fie', •
irovided by the Building Designer indicating the nature and character of the work.'• ::,+a : -;•
'he design criteria therein have been transferred to Anthony Tombo III PE by [A1 Roof r �'
Digitally signed by At�o+,('• t
russes or specific location]. These TDDs (also r d to at times as 'Structural Delega]�i}�thony Tombo, III +►
Flori
:ngineering Documents) are specialty structu comp ent designs and maybe part of 4h DN:c ,o=Whole Ho
e
Pierce,o=Whole House �.
irojecYs deferred or phased submittals. Asa russ Design Engineer (i.e., Specialty Engineering,cn—Anthony"- �qex�
T. Tombo Tombo,l0,`
:ngineer), the seal here and on the TDD repr ents an acceptance of professional /
email ing.ne ny.Tombor�when_
ngineering responsibility for the design of th single Truss depicted on the TDD only. Tfp I gineeang.net
tuilding Designer is responsible for and shal coordinate and review the s for Date 2016.06.0915:38:19
:ompatibilitywith their written engineering re irements. Please revi all TDDs and all AnthonyTorU6o III, P.E. �{
elated notes. f" r
47 3B BQA 21.
4r,
I�r
Page 1 of 2
100 004C:12 87 DF
ROOF
TRUSSES
A.FLOR.IDA'CORPORATION
2E: Job 65019
r--`
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
r_
Jo.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
;7
A0808333
CJ513
6/9/16
75
A0808371
FL16
6/9116
113
A0808409
WG01
6/9/16
;8
A0808334
D01
619/16
76
A0808372
FL17
6/9/16
114
A0808410
WG02
6/9/16
G
A0808335
D02
6/9/16
77
A0808373
GE1
6/9/16
115
A0808411
WG03
6/9/16
•0
A0808336
D03
619/16
78
A0808374
GE2
6/9/16
•1
A0808337
D04
6l9/16
79
A0808375
GE3
6/9/16
•2
A0808338
D05
6/9/16
80
A0808376
GE4
6/9/16
•3
A0808339
D06G
6/9/16
81
A0808377
GE5
6/9/16
4
A0808340
D07
6/9/16
82
A0808378
HC4
6/9/16
•5
A0808341
D07A
6/9/16
83
A0808379
HJ2
6/9/16
.6
A0808342
D08
6/9/16
84
A0808380
HJ3
6/9/16
.7
A0808343
D09
6/9/16
85
A0808381
HJ5
619/16.
.8
A0808344
D10
6/9/16
86
A0808382
HJ5P
6/9/16
.9
A0808345
D11G
6/9/16
87
A0808383
HJ7
6/9/16
i0
A0808346
D12
6l9/16
88
A0808384
J3
6/9/16
;1
A0808347
D13
6/9/16
89
A0808385
J4
6/9/16
)2
A0808348
D14G
6/9/16
90
A0808386
J5
6/9/16
;3
A0808349
EG6
6/9/16
91
A0808387
J5P
6/9/16
4
A0808350
FG1
6/9/16
92
A0808388
J6
6/9/16
15
A0808351
FG3
6/9/16
93
A0808389
AG
6/9/16
16
A0808352
FG4
6/9/16
94
A0808390
AP
6/9/16
17
A0808353
FG5
6/9/16
95
A0808391
J7
6/9/16
;8
A0808354
FG6
6/9/16
96
A0808392
RA
6/9/16
;9
A0808355
FG7
6/9/16
97
A0808393
K01 G
6/9/16
;0
A0808356
FL01
6/9116
98
A0808394
L01 G
6/9/16
i1
A0808357
FL02
6/9/16
99
A0808395
L02
6/9/16
Q
A0808358
FL03
6/9116
100
A0808396
L03
6/9/16
;3
A0808359
FL04
6/9/16
101
A0808397
MV10
6/9/16
4
A0808360
FL05
6/9/16
102
A0808398
MV2
6/9/16
6
A0808361
FL06
6/9/16
103
A0808399
MV4
6/9/16
;6
A0808362
FL07
619/16
104
A0808400
MV6
6/9116
W
A0808363
FL08
6/9/16
105
A0808401
MV8
6/9/16
18
A0808364
FL09 ,
6/9/16
106
A0808402
RG01
6/9116
;9
A0808fz5
FL10 •:�.�.' .
6/9/16
107
A0808403
RG02
6/9/16
10
AO80,8366
FL"11
6/9/16
108
A0808404
V12
6/9/16
1
A0808367-
FL12 ,
"6/9/16
109
A0808405
V16
6/9/16
'2
A0808368
FL13 ,- - -
6/9/16
110
A0808406
V18
6/9/16
'3
A0808369
FL14 ;�
b/9/16
111
A0808407
V4
6/9/16
4
A08G8370
FL15
6/9/16
112
A0808408
V8
6/9/16
Page 2 of 2
Job
Truss
Truss Type
Qty
Ply
Std PaC/6511 EL D
,.
A0808724
65019
A01
Roof Special Girder
1
2
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Hun: /.f54u s tact / 2ui b Print: 7.640 s uct Y 201i5 Mi t ex inausmes, inc. i nu jun OR ia:2a: it 20 to rdye
ID:W?quLcr?Re?LfzLe98RjH4yHM91-MmWDNmpg6J09ViQMb4i5KE06wu_6m8sw8sZCuzB Zr
r1-4-Qi-10-14 3 10-14, 9-0-7 14-2-0 17 4-0 20-6-0 26-4-12 31-2-0 36-1-1) J
1_4-0 0 2-0-0 5-1-9 5-1-9 3-2-0 3-2-0 5-10-12 4-9 4 4-11-0
Dead Load Defl. = 15/16 it
5x6 =
3x4
3x4
7
5x6 =
3x8 =
1.5x4 II
4x8 =
4.00 12
8
9
7 10
11
5x6 = 5x6 =
1.5x4 11 3 W2 4
W
0
2
2
13:4_'--- !1212 ,o
p1S
2
N
1
Li
21
20 19 18 17
16
15 14 30
31 13 32
33 12
3x6 = 4x6 =
4x4 = 4x4 11
3x8 MT20HS=
3x4 =
3x8 11
4x12 =
3x6
5xl0 MT20HS W8=
3x8 =
9-0-7
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft_
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.95
Vert(LL)
0.76 16-17
>567
360
TCDL 15.0
Lumber DOL
1.25
BC 0.88
Vert(TL)
-1.49 16-17
>290
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.94
Horz(TL)
0.22 12
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T5: 2x4 SP M 30
BOT CHORD 2x4 SP M 30 *Except*
B3: 2x6 SP 2400F 2.OE, B2: 2x4 SP M 31
WEBS 2x4 SP No.3 *Except*
W13: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOT CHORD
Rigid ceiling directly applied or 6-9-11 oc bracing.
REACTIONS. (lb/size)
12 =
3491/Mechanical
2 =
2363/0-4-12 (min. 0-1-8)
Max Horz
2 =
195(LC 4)
Max Uplift
12 =
-1579(LC 5)
2 =
-1041(LC 4)
Max Grav
12 =
3491(LC 1)
2 =
2363(LC 1)
ti
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOR CHORD
2-3=-3714/1383, 3-4=-3693/1383,
4-5=-6868/2762, 5-6=-5630/2413,
6-7=-5596/2412, 7-8=-8430/3654,
8-9=-13025/5702,9-26=-7922/3569,
26-27=-7922/3569, 10-27=-7922/3569,
10-28=-7922/3569, 28-29=-7922/3569,
11-29=-7922/3569, 11-12=-3326/1562
BOT CHORD
2-21=-1403/3403, 20-21=-3822/9088,
19-20=-2657/6494, 18-19=-2657/6494,
17-18=-3432f7978, 16-17=-5698/13009,
15-16=-6179/13825, 14-15=-6175/13822,
14-30=-6179/13825, 30-31=-6179/13825,
13-31 =-6179/13825
WEBS
3-21=-465/1366, 4-20=-2616/1174,
WEBS
3-21=-465/1366,4-20=-2616/1174,
5-20=-104/546, 5-18=-1338/655,
6-18=-1356/3237, 7-18=-3733/1724,
7-17=-1413/3251, 8-17=-5934/2672,
8-16=-420/560, 9-16=1560/1407,
9-14=-863/2178, 9-13=-6353/2809,
10-13=521/424, 11-13=-3744/8336,
4-21=-5738/2472
NOTES-
1) 2-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0
oc.
Bottom chords connected as follows: 2x4 - 1 row at
0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc,
Except member 9-14 2x4 - 1 row at 0-4-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(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; 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=1.60
plate grip DOL=1.60
5) Provide adequate drainage to prevent water
ponding.
6) All plates are MT20 plates unless otherwise
indicated.
7) Plate(s) at joint(s) 1, 3, 4, 6, 8, 12, 2, 19, 21, 20, 5,
18, 7, 17, 16, 14, 9, 10, 13 and 11 checked for a plus
or minus 0 degree rotation about its center.
8) Plate(s) at joint(s)15 checked for a plus or minus 3
degree rotation about its center.
9) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
31-2-0
PLATES _GRIP
MT20 244/190
MT20HS 187/143
Weight: 397 lb FT = 0%"
10) * 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.
11) Refer to girder(s) for truss to truss connections.
12) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 12=1579, 2=1041.
13) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
14) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 119
lb down and 130 lb up at 28-4-12, 119 lb down and
130 lb up at 30-4-12, and 119 lb down and 130 lb up
at 32-4-12, and 119 lb down and 130 lb up at 34-4-12
on top chord, and 2065 lb down and 952 lb up at
26-4-12, 50 lb down at 28-4-12, 50 lb down at
30-4-12, and 50 lb down at 32-4-12, and 50 lb down
at 34-4-12 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: 1-3=-70, 3-4=-70, 4-6=-70, 6-8=-70; 8-11=-70,
12-23=-20
Concentrated Loads (lb)
Vert: 14=-2065(B) 26=-79(B) 27=-79(B) 28=-79(B)
29=-79(B)•30=-36(B) 31=-36(B) 32=-36(B)
33=-36(B)
tq'uoap flfast;imtp+'Ytentit!f'k!IGOf IF6SSfSj Sftf M9.111N&C00T.3A5T:'ify fuipfaAmimA ait"I'sn On Tr.9 Wo Igaj.eM)W!e 1u4a LTmhI1:P.L 161K#5406eSmlast, 7rJtise�!aiR ilttt2aallti)6, isle
stiltkra"snii p!'1Pt 5TB1{Tl/9tAftt q?Fi''v It kl SlbA, Sig TieSS OWi,�f4jm?Mtt! T4KtihfC('Rfl;,til Sitl ttEt7 TiQiYt'Ni6t6M:;13Ffl4lflptti9t+1[E£a�p.m4acS R;pM:S;itj fliEG A251}36f'S:50p�TIF39ASpk12iSW1(t T.0 lt!!,WNt TY!!. TYA.+Siil,IS63r'tAOfEA-0padt� ,i.i*^d,W Anthony T. Tombo Ilt, P.E.
831393 FttUt Ti3f to sep ta= Bji; liS tF9P{B.-."Ihf!L8 C'KY. CIi �aAtr59tINF II ipEBIlI IN rTk6j �XLtAfi I173t RS.f1 C? tIIcS9lII(i�I:f IMIRi!'�.3piC6SQrrr!!.humm'dOIL, ro tdUYNN ni dfit Ims'W'itt Sid) trj,mP &.!Y4 : 80083
CBFtiV9iprraiptetad,3t5tm".1Rro;3s3dx1H�3693tAt<epnfhlsttAgrnlptlPart!tl3nspClf»ltlfdttYhis9ssi2'3p�silAi;YTfsNIITsvltthter.�tapneJptidaa.lf4lA�a:s:e�atsuSm4uwlAta3sslMGistgt?ex,83ttulipbpawuArtvisx>dm:l"'0.- 44515t.LucieBlvd.
t�ur':id,:at3 iYe(tMr.4tprtttqud.Y�glYalpaYks anht3.lf irss P:sHtfryaaet9lJ!ti+errikrsp6>sipan,a€reuiriit�ftp:ete ifen seb"gyp. kT itpir�nitnesaeli d�utla7ti. Fort Pierce, FL 34946
[ep igbt01O16A1RooflPosses-Aalhoa}T.Tombnlli,P.F,&epradotliaaalMisderomeat,ioonyimm,Ssp9olibitedxil600tilenrittenpermitsionitor,Adioolbames-AotbacpLFemboW,P.f.
Job
Truss
Truss Type
Oty
Ply
Std Pac/6511 EL D
65019
A02
Roof Special
1
1
AT08725
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
6-9-0 12-2-0
5x10 MT20HS=
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:18 2016 Page
I D:W?quLcr)Re?LfzLe98RjH4yHM91-qy3ba6gStcW07r?Y9nDKsRZMmILW Vdm3NWkbkLzB_:
4.00 12 3 4x8 =
5x10 MT20HS=
3x4 = 5x6 =
3x6 =
12
3x10 =
Dead Load Defl. = 5/8 if
e. I 9
5x6 WB= 3x4 =
5x6 =
12 34-1-0
2 8-11-4
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in- (loc)
I/deft
Ud-
TCLL 20.0
Plate Grip DOL
1.25
TC 0.62
Vert(LL)
0.56 12
>730
360
TCDL 15.0
Lumber DOL
1.25
BC 0.74
Vert(TL)
-0.99 10-12
>412
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.77
Horz(TL)
0.19 9
n/a
n/a
BCDL 10.0
Code FBC2014/fP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-10-4 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 3-8-12 oc bracing.
WEBS
1 Row at midpt 3-12, 7-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1544/0-8-0 (min.0-1-13)
9 =
1511/Mechanical
Max Horz
1 =
195(LC 12)
Max Uplift
1 =
-569(LC 8)
9 =
-677(LC 9)
Max Grav
1 =
1544(LC 1)
9 =
1511(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3740/3179, 2-3=-3425/2923,
3-4=-5232/4424, 4-5=-4818/4028,
5-6=-3704/2976, 6-7=-3704/2976
BOT CHORD
1-14=-3139/3481, 13-14=-2438/2838,
12-13=-2438/2838, 11-12=-3693/4394,
10-11 3693/4394, 9-10=-2304/2726
WEBS
2-14=-437/604, 3-14=-433/594,
3-12=-2285/2824,4-12=-1948/1777,
5-12=371/485, 5-10=-943/980,
7-10=-881/1282, 7-9=2945/2511
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 1, 3, 4, 6, 8, 9, 13, 14, 2, 12, 5,
10 and 7 checked for a plus or minus 0 degree
rotation about its center.
6) Plate(s) at joint(s) 11 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 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.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 1=569, 9=677.
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
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 161 lb FT = 0%
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Eatekrevaeaapb7es sFkODe nedh�ra?T<rhtl tt�d. Atvtlxt Datga fvpxles!lei;eirY;Fa;isetr;.he ttelnkgt,U rege±eCt®v;k•.vitettalftrp<ehs±iced kvymterirgres;eks:Siitthrt�2esipviCre sh;itTrotsdpFhdkadt tJ6akEp,nlu RFl. ld p451¢I tee82;".iO;, 16G5j9F�:llbe4, lF'd[It7lh Anthony T. Tomho 111, P.E.
elf ns klfUs;ras hrtxp � 2trespee .ihdtke dres,taa Qeslrs edkkrNn3letni6t6'Eeg lskgr,Mties+a<c!t»II(:raci6(tktfll itml5a:#;,aap:are�IP4E. las nlmttldRn M6seia7fi!(§TSt tEPoR TrIskExi�'B�'A 'j ta%t¢ utiz&rct3kasg sisu §ts�±t;rytt 'Ta t� 8000
ht EeIEEA; Otti�lU6�(¢kO6.:te, {q bstkie±Iye-FifimWvpfaiXis Rd;�NIMlPCkd tGi[j(0Z3Mlki SeLhittik3Cfejeildee'vlE:d ilE611 SINIlil.tlilUlip.M.(tkY.11;kitHil. TPII dR�il9klt±k3341FAE:.te49ddQC{6ilStl>Fii OfS¢!., rest Gktytitgultrak9 Fkm lvktdecker.w'su 44515t. L.ie BIYd.
traxtadnS±dl;e6iesi e;rte3 rpnivn�t7ait+tlsa,eheR Reintk O:Siji Etgiie+tis b]tfie talY�U>up»a<k'`i+ss fltteah;L^t+ldtn llildie;. S7 tgPMadtrmsaenl4uethElld. Fort Pierce, FL 34946
_ tsppi;M � 1OEA A•I Rouf busses-AnE6uap T.Tumbo lli; R.r. Reproduction alibis document, iuunyb'm, is plubibiled nhDnufiEe sriften permistion hoe Ad tout Lasses-bnihaey L toabv ElE, P.t.
I
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
_._1,
A0808726
65019
A03
ROOF SPECIAL
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. Thu Jun 09 15:29:19 2016 Page
ID: W?quLc(?Re?LfzLe9BRjH4yHM91-J8dzoSr4ewetk?akiUIZPf6SeihOE3_DcAT8Hnz8_Z
6-5-14 12-2-0 14-6-0 i 21-1-4 _ 27-5-4-1-0
6-5-14 5-8-2 2-4-0 6-7-4 6-4-712 36-7-4
3x6 =
4.00 12
7-6-2
3x4 =
4x6 =
4x6 =
12
3x8 MT20HS= 4x8 =
3x4 =
3x8 MT201-13=
3x6 =
3x8 MT20HS=
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.93
Vert(LL)
0.43 12
>943
360
TCDL 15.0
Lumber DOL
1.25
BC 0.76
Vert(TL)
-0.83 10-12
>491
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.84
Horz(TL)
0.18 9
n/a
n/a
BCDL 10.0
Code FBC2014(rP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2'Except`
T3: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOT CHORD
Rigid ceiling directly applied or 4-0-13 oc bracing.
WEBS
1 Row at midpt 7-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1542/0-8-0 (min.0-1-13)
9 =
1512/Mechanical
Max Horz
1 =
221(LC 12)
Max Uplift
1 =
-559(LC 8)
9 =
-680(LC 9)
Max Grav
1 !% =
1542(LC 1)
9 =
1512(LC 1)
FORCES. (lb)
Mart. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3783/3146, 2-3=-3604/3084,
3-4=4084/3454, 4-5=-3791 /3182,
5-6=-3184/2548, 6-7=-3184/2548
BOT CHORD
1-14=-3180/3526, 13-14=-2461 /2851,
12-13=-2461/2851, 11-12=-3104/3683,
10-11=-3104/3683, 9-10=-2053/2428
WEBS
2-14=-393/558,3-14=-622/710,
3-12=-1509/1942, 4-12=-1543/1404,
5-12=-117/276,5-10=-739/822, .
7-10=-698/1066, 7-9=-2667/2275
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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 8t MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) atjoint(s) 1, 6, 8, 9, 13, 14, 2, 12, 5, 10, 7
and 11 checked for a plus or minus 0 degree rotation
about its center.
6) Plate(s) at joint(s) 3 and 4 checked for a plus or
minus 4 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.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 1=559, 9=680.
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
Dead Load Defl. = 9116 it
3x4 II
5x6 =
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 164 lb FT = 0%
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/attic dtms,to%Issmtasj^,N"'Jawrihi(Iti of Ntan {ISi"jom ttt.tWN11C fit !t(IRI{t(t(dWI-MRi-tol Mf.s! To rO sd tsy Wmi d1s,luIM,W4Pa aid{!t;q siillfit ht!esplaiVj01 ». 80083
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Ir�r:td�`yt!{ta 41rtaa 1pnt gfcix,.r.�rx, kro. ta6asb i,ft tit ir.frg!sip Eraisttr is 5'JTgettiWiajOtsijm,x ErnsSn!rrEtglem dmldWin. k&fajih€rtd#�tts AsnitYn;ibfitt, Fort Pierce, FL 34946
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
A04
HIP CAT
1
1
MrY908727
Job Reference (optional)
A i muur i eeuooxo, rum i r-irmum, ru rsavo, oesigntda_I truss.com
1-7 11-10-0 17
1-7 5-10-9 5-
4x8 =
nun: i.ovu s uct a zu to rnnt: t.avu s uct i zu-io mi i eK moustnes, inc. i nu jun ua io:za:ia zuib
1.5x4 II 4x8 =
e
Dead Load Defl. =112 ii
12 11 10 9 8
3x6 — 1.5x4 I I 5x6 = 3x8 = 5x6 = 1.5x4 11 3x6 =
5-11-7
11-10 0
17-0-8
22-3-0
28-1-9
5-11-7
5-10-9
5-2-8
5-2-8
5-10-9
Plate Offsets (X,Y)—
[1:0-1-6,Edge], [3:0-5-4,0-2-01, [5:0-5-4,0-2-0], [7:0-1-6,Edgel,
[9:0-2-4,0-3-0], [11:0-2-4,0-3-01
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. in
(loc) I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC
0.92
Vert(LL) 0.44
10 >931
360
TCDL 15.0
Lumber DOL
1.25
BC
1.00
Vert(TL) -0.76
10 >541
240
BCLL 0.0
Rep Stress Incr
YES
WB
0.54
Horz(TL) 0.23
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
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 1-4-12 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 1534/0-8-0 (min.0-1-13)
7 = 1534/Mechanical
Max Horz
1 = -90(LC 13)
Max Uplift
1 =-682(LC 8)
7 =-682(LC 9)
Max Grav
1 = 1534(LC 1)
7 = 1534(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3788/3180, 2-3=-3106/2643,
3-4=-3197/2845, 4-5=-3197/2845,
5-6=-3106/2643, 6-7=-3788/3180
BOT CHORD
1-12=-2898/3535, 11-12=-2898/3535,
10-11=-2209/2898, 9-10=-2209/2898,
8-9=-2898/3535, 7-8=-2898/3535
WEBS
2-11=-705/735, 3-11 =-1 99/417,
3-10=-311/524, 4-10=-396/441,
5-10=-311/524, 5-9=-199/417,
6-9=-705/735
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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) 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 QtAb) 1=682, 7=682.
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
4510FA
PLATES GRIP
MT20 244/190
Weight: 161 lb FT = 0%
r
•
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Pe Yat it lllS',SnS t#GFp Is�2Y�i: Rt IESpRa3:IN rI tltOrttr.AlOev!'5ntiKaesepnty U, E.�Eep611A Crm !� �F!�!!t(, ('at lt(tA liJ 1X9it3j;�9 jM1,?.Rgp"Oollpt00mittjflfH III Quit Tim,, 0.6�Tp �Jli�lS{�sW%t, T.t4tFn m!b, gS6E�1t I5f tf'�T535r�!'i]bv #80083
tieFsilta'6ns etmdta5o7u.tPmtnsdatlia"BSI:�c3depef�cessrit+rcimt5d@SEaln�bx5am15dtryl:taszse�:>?F6ai`.sSd/;1pINA(lv:mhrnd!ay!FYditifII!LT!!td.^�ai132:t! fI:FL'^.S3bt�3871Sitro5TRf51!f!i,T9Y Sassutepoguttrai5a5ssseatc sca5n. 44515t,LucieBlvd.
rl`w*:see✓>it?abeesa ctre!is?ne,m. gkTm�pmres Wished?atims[9sigaEs;ittv tsiJ?ne P.itiy D!s n;trimsdTslesEy xednt tulrmp. 11 s Madfnms Pi's Mod a Zia. Fork Pierce, FL 34946
(appti0h11'1016 Ad Roai bnsses-Anl6onT t.lamba 01, U, Repredostion of Ss it mmerd, kcaylarm, is prohibited withotthe wrinenperm;aiontsam Ad Radbussts-Aritbuy L fombo III, U
Job —1
Truss
Truss Type
city
Ply
Std Pac/6511 EL D
65019
A05
HIP CAT
1
1
A0808728
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. Thu Jun 09 15:29:20 2016 Page
ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-nLB L?osjPEmkM99wGCGoxsed25_3zVhMggDipDz8_:
7-0-3 13-10-0 20-3-0 27-0-13 34-1-0
7-0-3 6-9-13 6-5-0 6-9-13 7-0-3
rI
0
4x8 =
4x6 =
12 10 9
3x6 =
1.5x4 11 3x8 MT20HS= 3x8 =
3x4 = 3x8 MT20HS=
13-10-0 20-3-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEEL
in (loc)
I/deft
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.96
Vert(LL)
0.38 7-9
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.93
Vert(TL)
-0.71 10-12
>580
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.93
Horz(TL)
0.23 6
n/a
n/a
BCDL
10.0
Code FBC2014/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30 `Except'
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing,
Except:
4-2-5 oc bracing: 9-10.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1534/0-8-0 (min.0-1-13)
6 =
1534/Mechanical
Max Horz
1 =
-105(LC 13)
Max Uplift
1 =
-669(LC 8)
6 =
-669(LC 9)
Max Grav
1 =
1534(LC 1)
6 =
1534(LC 1)
FORCES. (lb)
Max. Comp./Max- Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3744/3175, 2-3=-2862/2484,
3-4=-2654/2458, 4-5=-2863/2484,
5-6=-3744/3175
BOT CHORD
1-12=-2877/3486, 11-12=-2877/3486,
10-11=-2877/3486, 9-10=-2004/2654,
8-9=-2877/3486, 7-8=-2877/3486,
6-7=-2877/3486
WEBS
2-10=-907/930, 3-10=-243/489,
4-9=-243/489, 5-9=-907/931
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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 3-6-0 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 (jt=lb)1=669, 6=669.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOADCASE(S)
Standard
Dead Load Defl. = 1/2 h
1.5x4 11 3x6 =
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 155 lb FT = 0%
- P{a,aaprttasa�ea�'prnit,Jt'at'.t•!tD6FIlU'iSf4ri:(tB';,.EDEEtFEFiY1S:QMGTgAi(6STD4"6U?Fl�lfrs9�E[a'�'tTh;a4:rD{desip,gcatattttsM+:aimantbl;nssr:G7aTn»iaf"DUje�SetaT.t¢ahl[,P.E.r:hitamfa:aE4d.+rase,paft;s¢b:r»ilalkntcmNai76,ulr
kittltem!tl¢rpt2�ssSdf it ASEQ(Et'.Nr:fp6t¢t61. 1r9Tix.1¢DHi¢R Eapattl tt Sr l6Ty'Eep'AN1,dtfeARatTTiD 12S'tie$103i!Mett9¢Jdtpt¢M113iEPG'tBp92MIPjalfrtSlt TjEflt&dNipf ¢5�:1 !ltF3J i?pK aglEt EvD aO?, tt11TP4i.TY'.l tit iiMtkai,ktd*�93hatl.fMaF'7d; Anthony T. Tombo lli, P.E.
«dtsadNsTatssfarw,bkCegf: Da usp¢ni¢ddr C»tx,t+sDnv'sursant3 s,tdpih tr:ep Dtvwn,nnem:¢dde lt(hal6(rwtt¢fiol ia:is};cieeesirpt.tSa!dp¢,>Ixa,E:Da¢aayntiia.¢¢td:i,t,:,odt�,st,u �»rna �ae+acad se:nK>x�rlar jt; -80083
lit rx!jjg➢DC1134tl ml Ga5xlar. SDaitESlNitl Sf 9t f:Daxdf PflLYtf Rd r%,tFltliA'dt rvJHEP(13%DNi Sd».Tainssxeikl;!{i*'1Sd/TSn LBd SLSA if4:triftd iS t{jtFHA r4tISYf. TrN d+ SU::!?3WSd�I Fi aSd d�i!Sd't]Tliit vaSS%t:,.nnUls�poytaaatu,¢Jk; axtc tss 44515t. LdL Blvd.
atbyrt!dda!dDrvGmxsaPted tr¢¢k•Y'itykrdiPal'esinlrzt. Rtinss D!sigefisea isS)T de tNLtq Dtstgn.s<Erassipttm Eept:tt: etas lelray r]apifi5rtdtroswers letatih7rl Fort Pierce, FL 34946
rCtpyaigElv1016AdQaotLosses-AnibunyT.iamho114P.E.Beptododionafihisdorument,hayfe,m,isplohibitadxithooftbewrinnpermisehhemAdlaofTmsses-AothonyLTomb III, P.E,
Job
Truss
Truss Type
Qty
Ply
Std PaC/6511 EL D
AU 08729
65019
A06
ROOF SPECIAL
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. Thu Jun 09 15:29:21 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-FXIjD8sLAXub_Jk7gvnl U4Br2VK1 ixBW3UyFLgzB_:
17$8
16-3-0
i 8-1-12 15-10-0 16r(Is8 i 19A-8 i 26-5-8 i 34-1-0
8-1-12 7-8-4 0- 1.5-8 2-0-0 6-9-0 7-7-8
0-2-8 •
4.00 12 5x10 MT20HS= Dead Load Defl. = 9/16 it
A
0
4x6 II 4x6 =
5x6 WB� 4 5
14 1 a 12 11 'V 9
1.5x4 II 3x8 MT20HS=
3x8 =
3x8 = 3x8 MT20HS=
1.5x4 II
3x6
3x6 =
17-8-8
16-3-0
i 8-1-12
15-10-0
16rps8 i 19-8.8 i
26-5-8
34-1-0
8-1-12
7-8d
0- - 1-5-8 2-0-0
6-9.0
7-7-8
0-2-8
Plate Offsets (X,Y)—
[3:0-3-0,Edge], [8:0-1-6,Edge]
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 0.75
Vert(LL)
. 0.39 12-14
>999
360
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(TL)
-0.76 12-14
>535
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.98
Horz(TL)
0.22 8
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 164 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T3,T4: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 34-9 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 2-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 =
1533/Mechanical
1 =
1534/0-8-0 (min. 0-1-13)
Max Horz
1 =
-121(LC 13)
Max Uplift
8 =
-652(LC 9)
1 =
-631(LC 8)
Max Grav
8 =
1533(LC 1)
1 =
1534(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3661/3140, 2-3=-2600/2306,
3-4=-2504/2320, 4-5=-2467/2339,
5-6=-2563/2437, 6-7=-2768/2464,
7-8=-3685/3156
BOT CHORD
1-14=-2826/3398, 13-14=-2826/3398,
12-13=-2826/3398, 11-12=-1973/2582,
10-11=-2848/3424, 9-10=-2848/3424,
8-9=-2848/3424
WEBS
6-11=315/486, 7-11=-953/953, 7-9=0/275,
4-12=-852/1061, 5-12=676/573,
2-12=-1105/1102, 2-14=0/309
WEBS
6-11=-315/486, 7-11=-953/953,
7-9=0/275, 4-12=-852/1061,
5-12=-676/573,2-12=-1105/1102,
2-14=0/309
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) atjoint(s) 3, 4, 5, 6, 8, 1, 11, 7, 9, 12, 10, 2
and 14 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 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.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 8=652, 1=631.
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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llml.Mq. 4451Ei. LdeBl
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Job 711,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
A07
ROOF SPECIAL
1
1
A0808730
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. Thu Jun 09 15:29:21 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-FXIjDBsIAXub_Jk7gvnl U4BoCVKtil SW3UyFLgzB_;
B-1-12 16-0-8 19-8-8 21 8-8 , 27-61 34-1-0
8-1-12 7-10-12 3-8-0 2-0-0 5-9-12 6-6-12
4.00 12 4x6 =
Dead Load Defl. = 9/16 it
500 MT20HS_
4x8 = avr, _
15 " 13 12 11 9
1.5x4 11 3x8 MT20HS=
3x8 =
1.5x4 11 3x8 MT20HS= 1.5x4 11 3x6 =
3x6 =
3x8 =
8-1-12
16-0-8
19-8-8
21-8 8 ,
27-6-4
34-1-0
8-1-12
7-10-12
3-8-0
2-0-0
5-9-12
6-6-12
Plate Offsets (X,Y)—
[3:0-5-0,Edge), [5:0-2-12,0-2-8),
[8:0-1-6,Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL)
0.41 12-13
>995 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.96
Vert(TL)
-0.78 13-15
>521 240
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.58
Horz(TL)
0.23 8
n/a n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 165 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2,T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 2-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 =
1532/Mechanical
1 =
1535/0-8-0 (min. 0-1-13)
Max Horz
1 =
-122(LC 13)
Max Uplift
8 =
-652(LC 9)
1 =
-632(LC 8)
Max Grav
8 =
1532(LC 1)
1 =
1535(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
1-2=-3667/3152, 2-3=-2592/2299,
3-4=-2497/2313, 4-5=-2513/2347,
5-6=-2826/2628, 6-7=-3025/2670,
7-8=-3743/3214
BOT CHORD
1-15=-2839/3404, 14-15=-2839/3404,
13-14=-2839/3404, 12-13=-2315/2920,
11 -1 2=-2313/291 8, 10-11=-2919/3487,
9-10=-2919/3487, 8-9=-2919/3487
WEBS
2-15=01302, 2-13=-1123/1127,
4-13=933/1146, 5-13=-845/818,
5-11=-255/227, 6-11=-462/621,
7-11=-755/762
WEBS
2-15=0/302, 2-13=-1123/1127,
4-13=-933/1146, 5-13=-845/818,
5-11=-255/227, 6-11=-462/621,
7-11=-755f762
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust)
Vasd=132mph; 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 ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) 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 2-0-0 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 Qt=lb) 8=652, 1=632.
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'isa}•Yfasd�xe4r'y review hf'A=ICi�F tIQSSESi'SElt3'j.6E1fLtL1EfA{idEQ;E^;{315€t3PdN �rJ?{t�ATg1)!Si{Q{;�Aj�If:p.Y:;'iE4{!;i(,agcRl6FiCr4 d1g E3'a{dtlli l4 fbil iCJS}r:N}e 6Si�ItEg;;GG;E�?»taimyT,isalelC,P.LIEhiEEUSb:etlefisnase, 3fktso!dveisesMf2faMfTQQ,rdr WtEk[t�dcr rl9lss{d4ERnAE.d hs aaifihls 4llEf. IsoTnss6e±i}a:q?er,`f41a:Ehi)t}at46t s431".71'Qimefas m3aywsa�l14ph'inra tr. m4rieprl;fus ff:aq 1.tmbsi}4 d;etoiltl sdowdtedfTN&,We III L Tisdssp45FM^.niW�9TE}Ed'il'l„t,.S,pyjS'6'40 Anthony T.-Pombo 111, P.E.
i[I4ilFft{f}1135Sfi,(4(?di�}Ik4,EErebi'ah It lil QaHr, IiE Qelt?}air46E?Ftd 4;f�11I{er3:+gJSLHAlIf£:YL'Nf{!1{T. ht lE(ISd l:f i4fil iil'j:idEETnE, T2E31diil0(ikRT�Q IFd RJ6fldlif lELT4TIN1,tiff§dlfIJLJ},S1%�3�IEiY:hh34lid �RRj SN114l fH!f w.fH #80083
' tieswJap Qev}4ermd:4N•e'ler ttlaa3s sesiNal �C4si6Egi4f"e4s 4ed}rddetittsdkfleIdagr4zmetl 5d:n 19aafn kxjg+iisidSr D{lad StUarRsetsElaxd a;3Ex3ei gndx!!.l?4?dc`sEsalre!»ssi4�L�!esaldfiss4STntsCf!i}av,{saufas;pisgufer 4a!}Fiu?Asticr3ea'.xs 4451 St, Lucie Blvd.
aSar.;3dr-<ini i.4(E!i»i Eyeedgfxovr fp6r:iTaf2si«4S+d. ide ira,s Q:.iy4Erixftr (s [9TAetnld'"g Q:s :44:`msSr;he{gnlndmkdf�. ;C cs78#zdrr.Fssaenlfinei il76?. Fort Pierce, EL 34946
Cepyti0i 0 2016 A-1 loof basses-ArdhonyLTembo III, P.E. 1apredadion of this dowmal, is aayfarm, is prohibited withourfhe written Fermissior. from A-1 looEbmsses-Anthaey L Tombo III, P.L
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
A08
ROOF SPECIAL
1
1
A0�08731
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. Thu Jun 09 15:29:22 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-hJ6QTtzxrORbTJJOdIG1 HkzWvgARPvfl8ipt6z8_Z
t 8-1-12 16-0-8 21-8-8 i 23.8-8 1 28-2-11 34-1-0
8-1-12 7-10-12 5-8-0 2-0-0 4-6-3 5-10-5
i
t2
O
4.00 12
46 =
5x10 MT20HS—_
14 " 12 rI 10 9
3x6
1.5x4 11 3x8 MT20HS---3x8= 1.5x4 11 3x8 =
=
3x8 MT20HS=
23-11-14
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft-
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.96
Vert(LL)
0.41 10-12
>992
360
TCDL
15.0
Lumber DOL
1.25
BC 0.95
Vert(TL)
-0.77 12-14
>533
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.95
Horz(TL)
0.21 8
n/a
n/a
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2,T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
B3: 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 2-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 =
1532/Mechanical
1 =
1535/0-8-0 (min.0-1-13)
Max Horz
1 =
-122(LC 17)
Max Uplift
8 =
-649(LC 9)
1
-635(LC 8)
Max Grav
8 =
1532(LC 1)
1 =
1535(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3663/3162, 2-3=-2595/2314,
3-4=-2501 /2329, 4-5=-2556/2344,
5-6=-3074/2793, 6-7=-3261 /2847,
7-8=-3731/3355
BOT CHORD
1-14=-2848/3400,13-14=-2848/3400,
12-13=-2848/3400, 11-12=-2711/3311,
10-11 =-2711/3311, 9-1 O=2711/331 1,
8-9=-3060/3482
WEBS
2-14=0/299, 2-12=-1122/1119,
4-12=-876/1103, 5-12=-1103/1081,
5-9=-505/553, 6-9=-629/786,
WEBS
2-14=0/299, 2-12=-1122/1119,
4-12=-876/1103, 5-12=-1103/1081,
5-9=-505/553, 6-9=629/786,
7-9=-491/681
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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 3-6-0 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 (jt=lb) 8=649, 1=635.
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. =1/2 it
3x6 =
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 159 lb FT = 0%
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xVtek rrmWtrridet tldihnedkr3x r5nloedid. Stob tt DnitsteAi¢et ('tt,speu to r�rtezlttutT�Dr s"dart,:y�atx tmtc;:�t�t�,em:yrnrtte�+rt(nr��tipdsa aline uttnnrrenl=,mttnn. tratt�rtr.«pant,(c�alnurrm,+s rst Anthony T. Tombo JIL P.E.
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Job .1,
Truss
Truss Type
City
Ply
Std Pac/6511 EL D
65019
A09
ROOF SPECIAL
1
1
A0808732
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:23 2016 Page
I D:W?qu Lcr?Re?LfzLe98RjH4yHM91-BvtUdpubi991 DduVxKpVZVG90JOdAyYoWoRMQYz8_Z
8-1-12 16-M 23-8-8 25-8 8 , 34-1-0
8-1-12 7-10-12 7-8-0 2-0-0 8-4-8
4.00 12
4x6 =
5vfi WR
13 " 11 "' 9 8
3x6
1.5x4 11 3x8 MT20HS= 3x8 = 1.5x4 11
=
5x6 WB= 3x4 =
25-8-8
8-1-12 i6-0.8 23-8-8 23-11-14 , 34-1-0
8-1-12 7-10-12 7-8-0 0 3 6 8-4-8
1-8-10
Dead Load Defl. = 9/16 it
3x6 =
t—
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL-
in
(loc)
I/deft
Ud
PLATES-
GRIP
TCLL 20-0
Plate Grip DOL
1.25
TIC 0.82
Vert(LL)
0.41
9-11
>995
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.94
Vert(TL)
-0.77
9-11
>528
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.54
Horz(TL)
0.22
7
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 154 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T4: 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 -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 2-11, 5-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
7 =
1537/Mechanical
1 =
1530/0-8-0 (min. 0-1-13)
Max Horz
1 =
-122(LC 13)
Max Uplift
7 y =
-655(LC 9)
1 =
-631(LC 8)
Max Grav
7 =
1537(LC 1)
1 =
1530(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3639/3130, 2-3=-2591/2296,
3-4=-2500/2311, 4-5=-2580/2303,
5-6=-3281 /2939, 6-7=-3511 /2964
BOT CHORD
1-13=-2817/3378, 12-13=-2817/3378,
11-12=-2817/3378, 10-11=-3064/3730,
9-10=-3064/3730,8-9=-3061/3733,
7-8=-2633/3240
WEBS
2-13=0/288, 2-11=-1110/1101,
4-11=-769/1035, 5-11 =-1 447/1372,
5-8=-824/724, 6-8=-591 /802
WEBS
2-13=0/288, 2-11=-1110/1101,
4-11=-769/1035, 5-11=-1447/1372,
5-8=-824/724, 6-8=-591/802
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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 81 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) atjoint(s) 3, 5, 6, 7, 1, 12, 2, 13, 11, 9, 8
and 10 checked for a plus or minus 0 degree rotation
about its center.
6) Plate(s) at joint(s) 4 checked for a plus or minus 4
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.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 7=655, 1=631.
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/6511 EL D
65019
A10
ROOF SPECIAL
1
1
A008733
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. Thu Jun 09 15:29:24 2016 Page
ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-f6Rsr9vDTSH9rmSiV2Kk6ipLOjMvvl l ylSBvy_z8_i
8-1-12 16-0-8 21-8-0 25-8-8 27-8-8 34-1-0 5-5
8-1-12 7-10-12 5-7-8 4-0-8 2-0-0 6-4$ -4-
4.00 12 5x10 MT20HS=
5x10 MT20HS_
19 16 17 16 13 12 11
3x6
1.5x4. II 3x8 MT20HS= 6x8 = 1.5x4 11 5x8 =3x4 =
=
1.5x4 11
7x10 MT20HS=
20-10-f
4-10-0
Dead Load Defl. = 3/4 it
A
1.5x4 II
en
9 10
an7JTTCCCOJJJ
Iru N
Io 1
3x6 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.74
Vert(LL)
0.68
15
>602
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.93
Vert(TL)
-1.15
16
>356
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.98
Horz(TL)
0.35
9
n/a
n/a
BCDL 10.0
Code FBC2014ffP12007
(Matrix-M)
Weight: 176 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T4: 2x4 SP No.2
BOT CHORD 2x4 SP M 30 *Except*
B1,B2: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W4: 2x4 SP No.2, W10: 2x4 SP M 30
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-5-8 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 2-17, 4-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1529/0-8-0 (min. 0-1-13)
9 =
1629/0-5-8 (min. 0-1-15)
Max Horz
1 =
-144(LC 13)
Max Uplift
1 =
-633(LC 8)
9 =
-765(LC 9)
Max Grav
1 =
1529(LC 1)
9 =
1629(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3620/3126, 2-3=-2586/2301,
3-4=-2492/2316, 4-5=-5120/4588,
5-6=-6776/5870,6-7=-6696/5756,
7-8=-3354/2983, 8-9=3554/3031
BOT CHORD
1-19=2775/3359, 18-19=-2775/3359,
17-18=-2775/3359, 11-12=-3421/4136,
9-11=-2691/3295, 14-15=-3942/4885
WEBS
2-19=0/288,2-17=-1092/1101,
7-12=-2538/2116, 7-11=-1201/1060,
WEBS
2-19=0/288, 2-17=-1092/1101,
7-12=-2538/2116,7-11=-1201/1060,
8-11=-652/879, 5-15=-1295/1291,
15-17=1644/2251, 4-15=-2685/3074,
12-14=A076/4923, 7-14=-1863/2336,
5-14=1821/2141
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 3, 4, 7, 8, 10, 1, 18, 2, 19, 17, 12,
11, 13, 9, 16, 5, 6 and 15 checked for a plus or minus
0 degree rotation about its center.
6) Plate(s) at joint(s) 14 checked for a plus or minus 2
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
20.0psf 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.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except QtAb)1=633, 9=765.
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
Aa .iei•iteese Manryl rzri:vue'kl E0lli 1riY5;S{'S[itFt } 6E0]lt IEINS E (ONnIIDOSNSiOtl(t0(E1� R371flsP3idsfNf' hrn, rtrdrdutSt laOaNeesndNe3m!esusasTmss�4sig� unvie{ M).4it hff.11.1.io III, rE lefeearesw A asst OelessUkerlse fihd se lte TDO,alr
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ael—lumI'lIKtribiI&I is l§e Nssiviudt dh Onte, the O_'i.6"Istda'r4orls, uderal Otslier, Idehirtereu d He Xbbtic nift, Wei liaDnia tedltft. �80083
zt-
aTrriNOatrtk44515t. Wei, Blvd.
IieTnst Ot9p 6ritrNis 8CT 5?✓drArDtL�1.NTNrtTteiG3 felIlNf ttOfJ fiHti• {ll Nralendhlas neaS detaed lalFH(apyrigh102016A-Ifool irasses-AnthoayT.TomboIII! P.E. ReprodndionotthisNutrient, inguy form, ispsolhibiledrithoottbeniriltenpermissimefrom A-1RoofTmsses-Anthony 1.lombo111,P.E. Fort Pierce, FL 34946
Job .7
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
A11
Roof Special
1
1
A0808734
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
1 A
6
4.00 12
5x10 MT20HS_
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:25 2016
ID:W?auLcrlRe?LfzLe98RiH4vHM91-71 E2VvrEmPOSwlu31rzewLUJ6hleDC5 6wTL
5x6 =
16 14 " 12 11 10
3x6
1.5x4 11 3x8 MT20HS= 3x8 = 4x4 = 1.5x4 11
=
3x8 MT20HS=
8-1-12
LOADING.(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL)
0.46 12
>891
360
TCDL 15.0
Lumber DOL
1.25
BC 0.96
Vert(TL)
-0.79 12-14
>518
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.72
Horz(TL)
0.22 8
n/a
n/a
BCDL 10.0
Code FBC2014lfP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T4,T5: 2x4 SP No.2
BOT CHORD 2x4 SP M 30 *Except*
B2: 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-7-9 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 2-14, 5-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1531/0-8-0 (min. 0-1-13)
8 =
1630/0-5-8 (min.0-1-15)
Max Horz
1 =
-144(LC 13)
Max Uplift
1 =
-634(LC 8)
,
8 =
-762(LC 9)
Max Grav
1 =
1531(LC 1)
8 _ =
1630(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3647/3146,2-3=-2582/2301,
3-4=-2488/2316, 4-5=-2564/2329,
5-6=-3787/3335, 6-7=-3455/3040,
7-8=-3602/3087
BOT CHORD
1-16=-2795/3386, 15-16=-2795/3386,
14-15=-2795/3386, 13-14=-2914/3567,
12-13=-2914/3567, 11-12=-4048/4834,
10-11=-4047/4844, 8-10=-2777/3356
WEBS
2-16=0/298,2-14=-1122/1117,
4-14=-860/1091, 5-14=-1335/1299,
WEBS
2-16=0/298, 2-14=-1122/1117,
4-14=-860/1091, 5-14=-1335/1299,
5-12=-284/544, 6-12=-1323/1184,
6-10=-1785/1537, 7-10=-823/1021
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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 3-6-0 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 100 Its uplift at
joint(s) except Qt=lb) 1=634, 8=762.
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
3x4 =
Dead Load Dell. = 9/16 it
5x4 11 so
I�
I
Ic;
0
3x6 =
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 160 lb FT = 0%
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oi;nise hhe161a GetvluPfel oln i, mlirr NuOpccn lnuletl Tle ln;s[aup hT6ttriseCimu adSy[esicu Tnss Sfdea hfiem dart ioilds3. Nmineasedsems ns aslda:IhRFI. Fort Pierce, FL 34946
(o f htu02016A-IloolTrosses-Anthon 1.TombeIII,P.F. Re todeeionofthisdocument,inen farm, is rohibitedwithoutThewtitlea ninissionfromA-I Roof Trusses-Anihon•1.lomba111,P.E.
P>r 4 y P Y P P- l
Job
Truss
Truss Type
city
Ply
Std Pac/6511 EL D
An08735
65019
Al2
Roof Special Girder
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 METek Industries, Inc. Thu Jun 09 15:29:26 2016 Page
I D: W?quLcr?Re?LfzLe98RjH4yHM91-bUYcGrwT_4Xt44c4dTNCB7udKW2SNEvFDlg01 tz8_Z
r1 4-Q1-10-0,3-10-0, 8-1-8 13-0175 18-0-8 23-0-1 27-11-7 31-8-8 33-8-81 36-1 0 $7-5-0
1 4 0 1-10-0' 2-0-0-8 4-11-7 4-11-9 4-11-9 4-11-6 3-9-1 2-0-0 2:-8 1 4-
5x6 —
Dead Load Defl. = 1-1/16 E
7
1.5x4 11
1.5x4
11
r
6
8
4.00 12 3x4
3x4
10x10 = 5x6 = 5
9
5x6 =5x8 =
cc 1.5x4 11
W2
1owl 0
2
12 1x4 11
1
13
I'
O
22 21 20
19 18
31 32
17
16
15 14
6
3x6 3x8 = 5x6 WB= 3x8 =
5x8 =
4x4 =
3x6 = 3x6 =
4x4 =
1.5x4 II
1-10-0 3-10-08-1 8
13-3-11
22-7-3
27-11-7
31-8-8
33-8-8 36-1-0
1-10-0 2-0-0 4 3 8
5-2-2
9-3 8
5� 4
3-9-1
2-0-0 2-4-8
Plate Offsets (X,Y)—
[2:0-3-14,0-1-81,[3:0-1-12,0-7-41,[1 1:0-6-0,0-2-81
[12:0-3-0 Edgel [15:0-2-4 0-1-8][17:0-4-0 0-3-0]
[21:0-2-00-1-8]
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.97
Vert(LL)
0.57 17-18
>766
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.87
Vert(TL)
-1.47 17-18
>295
240
BCLL 0.0 *
Rep Stress Incr NO
WB 0.82
Horz(TL)
0.20 12
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 190 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 31 *Except*
B2: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W2,W10: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 4-10-9 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 =
1727/0-4-12 (min. 0-1-8)
12 =
1715/0-5-8 (min. 0-1-8)
Max Horz
2 =
132(LC 12)
Max Uplift
2 =
-795(LC 4)
12 =
-789(LC 5)
Max Grav
2 =
1727(LC 1)
12 =
1715(LC 1)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2453/1006, 3-4=-5591/2280,
4-5=-4626/1900,5-6=-3592/1441,
6-7=-3594/1554, 7-8=-3619/1566,
8-9=-3615/1452,9-10=-4666/1928,
10-11=-5587/2304, 11-12=-3008/1251
BOT CHORD
2-22=965/2193, 21-22=-947/2148,
20-21=-2454/5898, 19-20=-1793/4370,
18-19=-1793/4370, 18-31=842/2483,
31-32=-842/2483, 17-32=-842/2483,
16-17=-1704/4412, 15-16=-2319/5817,
14-15=-1059/2721,12-14=-108012766
WEBS
3-21=-1473/3647,4-21=-1397/647,
WEBS
3-21 =-1 473/3647, 4-21=-13971647,
4-20=-1545/668, 5-20=-103/382,
5-18=-1100/587, 6-18=-364/309,
7-18=-604/1285, 7-17=-617/1320,
8-17=-370/314, 9-17=-1120/597,
9-16=-1301421,10-16=-1438/629,
10-15=-1323/604, 11-15=-1265/3139,
11-14=-256/122
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding-
4) Plate(s) at joint(s) 1, 3, 4, 7, 10, 11, 13, 2, 21, 20, 5,
18, 6, 8, 9, 16, 15, 14 and 12 checked for a plus or
minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 19 and 17 checked for a plus or
minus 3 degree rotation about its center.
6) Concentrated loads from layout are not present in
Load Case(s): #6 Dead + 0.6 MWFRS Wind (Neg.
Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg.
Intemal) Right; #12 Dead + 0.6 MWFRS Wind (Neg.
Intemal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind .
(Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Roof
Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6
MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof
Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6
MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Roof
Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6
MWFRS Wind (Neg. Int) 1st Parallel); #21 Dead +
0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage +
0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel).
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 lb uplift at
joint(s) except (jt=1b) 2=795, 12=789.
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) 24
lb down at 1-10-0, and 39 lb down and 13 lb up at
33-8-8 on top chord, and 2 lb down at 1-10-0, and 6 lb
down at 33-8-8 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 r
Uniform Loads (piq
Vert: 1-3=-70, 3-4=-70, 4-7=-70, 7-10=-70,
10-11=-70, 11-13=-70, 25-28=-20
Concentrated Loads (lb)
Vert: 22=-2(B) 14=-6(F)
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Job .
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808736
65019
A13
Roof Special
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. Thu Jun 09 15:29:27 2016 Page
ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-4h6?TBx6l Nfki EB HAAuRkLRuDwPF6eoORPPZZJzB_Z
F1-4-D 4-0-8 6-0-8 10-7-11 16-2-0 19-11-0 26-8-5 34-1-0
1�-0 4-0-8 2-0-0 4-7-3 5-6-5 3-9-0 6-9-5 7-4-11
5x6 =
5x8 =
16 15 .. 13 12 10
3x6 = 3x4 =
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 FBC2014/TP12007
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T2,T4: 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 2-11-12 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 3-5-11 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
9 =
1530/0-5-8 (min. 0-1-13)
2 =
1631/0-4-12 (min. 0-1-15)
Max Horz
2 =
130(LC 16)
Max Uplift
9 =
-649(LC 9)
2 =
-778(LC 8)
Max Grav
9 =
1530(LC 1)
2 =
1631(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3625/3023, 3-4=-3486/2978,
4-5=-3950/3410, 5-6=-2820/2509,
6-7=-2627/2465, 7-8=-2790/2450,
8-9=-3697/3148
BOT CHORD
2-16=-2758/3374, 15-16=-4159/4929,
14-15=-3039/3724, 13-14=-3039/3724,
12-13=-1957/2581, 11-12=-2845/3438,
10-11=-2845/3438, 9-10=-2845/3438
WEBS
3-16=-829/1065,4-15=-1259/1170,
5-15=-288/553, 5-13=-1253/1183,
6-13=-441/580, 7-12=-283/471,
8-12=-945/953, 8-10=0/262,
4-16=-1801 /1645
3x8 MT20HS= 3x8 = 3x4 =
3x4 = 3x8 MT20HS=
CSI.
DEFL
in (loc)
I/defl
Ud
TC 0.64
Vert(LL)
0.43 15
>944
360
BC 0.83
Vert(TL)
-0.7515-16
>544
240
WB 0.97
Horz(TL)
0.21 9
n/a
n/a
(Matrix-M)
WEBS
3-16=-829/1065, 4-15=-1259/1170,
5-15=-288/553, 5-13=-1253/1183,
6-13=-441/580, 7-12=-283/471,
8-12=-945/953, 8-10=0/262,
4-16=-1801 /1645
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 1, 3, 6, 7, 9, 2, 14, 16, 15, 5, 13,
12, 8, 10 and 11 checked for a plus or minus 0 degree
rotation about its center.
6) Plate(s) at joint(s) 4 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 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.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 9=649, 2=778.
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 Dell. = 1/2 it
1.5x4 II 3x6 =
PLATES- GRIP
MT20 244/190
MT20HS 1871143
Weight: 167 lb FT = 0%
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(opyright02016A-1Real Trusses -AothonyI.lombolll,P.E. Reprodnrtianofthisdomment,inenyform, isprohibifedwithout The wameapermission from A-1Rooffrasses-Antiony1.lombo111,P.E. -
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO$08737
65019
A14
Roof Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2016 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:28 2016 Page
I D: W? q u Lcr? R e? LfzLe 98 Rj H 4yH M 91-Ytg N h Xyk W h n bJ O mTktP g GYz_C Km 2 rC3Yg 3975mz8_2
r1-4-Q 6-0-11 8-0-8 14-2-0 21-11-0 27-9-1 34-1-0 $5-5-0
1 4 0 6-0 8 2-0-0 6-1-8 7-9-0 5-10-1 6-3-15 1�-0
1.5x
6
5x10 MT20HS=
5x10 MT20HS--
15 13 12 10
3x6 = 3x4 = 5x6 WB= 3x8 =
3x4 = 1.5x4 11
3x8 MT20HS=
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL
20.0
Plate Grip DOL
1.25
TIC 0.94
Vert(LL)
0.40 13-15
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.73
Vert(TL)
-0.79 13-15
>519
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.53
Horz(TL)
0.20 8
n/a
n/a
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T2: 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.
BOT CHORD
Rigid ceiling directly applied or 3-10-3 oc bracing.
WEBS
1 Row at midpt 4-13, 6-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1628/0-4-12 (min.0-1-15)
8 =
1626/0-5-8 (min. 0-1-15)
Max Horz
2 =
-103(LC 17)
Max Uplift
2 =
-791(LC 8)
8 =
-774(LC 9)
Max Grav
2 =
1628(LC 1)
8 =
1626(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3698/3023, 3-4=-3506/2983,
4-5=-3246/2745, 5-6=-3040/2712,
6-7=-3065/2619, 7-8=-3730/3134
BOT CHORD
2-15=-2684/3436, 14-15=-3485/4297,
13-14=-3485/4297, 12-13=-2140/2862,
11 -1 2=-2807/3474, 10-11=-2807/3474,
8-10=-2807/3474
WEBS
3-15=-726/974, 4-13=-1 341/1292,
5-13=-254/569, 6-13=-190/385,
6-12=-187/450, 7-12=-682/715,
4-15=-1180/1118
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Ilate(s) atjoint(s) 1, 3, 4, 5, 6, 9, 2, 15, 13, 12, 7,
10, 11 and 8 checked for a plus or minus 0 degree
rotation about its center.
6) Plate(s) at joint(s) 14 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 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.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=791, 8=774.
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 Dell. = 9/16 it
3x6 =
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 164 lb FT = 0%
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foPfI h1(D2016AAlooflinsses-Anthoni1.TombsIII,P.E. Repsoduttionofthisdommeei,inan form, is prohibitedwithout The rsitten PermissionfromAARoofimsses- Anthon LTomhaIII, P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
A15
Roof Special
1
1
A0808738
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. Thu Jun 09 15:29:29 2016 Page
I D: W?quLcr?Re?LfzLe98RjH4yHM91-03EIutzMH?vSxYLflbwvpm W Ewk7_agghvjugdCzB_Z
r1 4-q 4-5-3 8-0-8 10-0-8 , 12-2-0 , 18-0-8 23-11-0 28-9-14 34-1-0 �5-5-Q
1-4-0 4-5-3 3-7-5 2-0-0 2-1-8 5-10-8 5-10-8 4-10_14 5 3-2 1-4-0
Dead Load Defl. = 112 it
5x8 =
1.5x4 11
5x8 =
9
4.00 F12 5x6 = 5x6 = 6
4 5
1.5x4
7
8
3x4
1.5x4 11
u' 2
3
9
0
n
1.5x4 11 A
10 so
c i 1
0
11
Ish
0
18 17 16
15
14
13
12
3x6 = 3x8 MT20HS=
3x8 =
3x4 =
1.5x4 11 3x6 =
3x8 = 3x4 =
3x8 MT20HS=
8-0-8 10-0-8 , 12-2-0 , 18-0-8
23-11 0 _
—
28-9_-14
8-0-8 2-0-0 2-1-8 5-10-8
5_10-8
4-10_14
_2
5-3-2
Plate
Plate Offsets (X Y)—
[5:0-3-0,0-2-12), [6:0-5-4,0-2-8), [8:0-5-4,0-2-8)
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 0.63
Vert(LL)
0.42 15-16
>967
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.68
Vert(TL)
-0.75 15-16
>543
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.49
Horz(TL)
0.19 10
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 172 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T2,T3: 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 3-0-1 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-2-12 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 =
1628/0-4-12 (min. 0-1-15)
10 =
1627/0-5-8 (min.0-1-15)
Max Horz
2 =
88(LC 16)
Max Uplift
2 =
-800(LC 8)
10 =
-788(LC 9)
Max Grav
2 * =
1628(LC 1)
10 =
1627(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3731/3216, 3-4=-3478/2919,
4-5=-3318/2864, 5-6=-3530/3034,
6-7=-3711/3216, 7-8=-3711/3216,
8-9=-3289/2768, 9-10=-3744/3120
BOT CHORD
2-18=-2885/3478, 17-18=-2943/3767,
16-17=-2943/3767, 15-16=-2571/3373,
14-15=-2331/3083, 13-14=-2331/3083,
12-13=-2808/3494, 10-12=-2808/3494
WEBS
3-18=-242/395, 4-18=-608/818,
5-18=-797/687, 5-16=-656/613,
6-16=-450/612, 6-15=-316/561,
7-15=-464/533, 8-15=-595/853,
8-13=-148/358, 9-13=-476/512
WEBS
3-18=-242/395,4-18=-608/818,
5-18=-797/687, 5-16=-656/613,
6-16=-450/612, 6-15=-316/561,
7-15=-464/533, 8-15=-595/853,
8-13=-148/358, 9-13=476/512
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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 3-6-0 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 100 lb uplift at
joint(s) except (jt=lb) 2=800, 10=788.
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
eviq-rieestNc+!gHptetitv6?'1-I toe; lHtASOCS1111rj;6Eq81111615E{IUiier4@eltl!!¢tf.TtxS!II;P.E.rtin!1;!d:Fkkt!rt 9tletsd"'ist filtd "it, IDD,enir
WTl1:4tt2N(rP!i15!Il ttWed lsrlkelCUt!h!nDl. lsslrns msir![tau:r;.e.St:a?IryEtrrceelf,I:xsnit!Ier iDDtrytzstmmmty4uxdrtert!4sslsed e!gr<tnrf rzgofAlhgfttrte(!spdCzsa3L•ittssletkld is tttlDD nlr, wln rfl r. ik design astn{tins, Isttg idarruteriltlt Anthony T. Tombo III, P.E.
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A!(opyrighlD
duffs l4aR lellf TDDnlheI'm1nessalptl"I'llXrtllicallIjametStIIIL.Rltin ilLi}rttlllfl7lJlnnlSrilitttllttn:tdlN)lnitlym(OfP.RI•I k4S1'h?Il5lnn7i:ItltS t[-0dA�li Bl ift TR55 DnIflfl, Tn5l:lCgi t3jMtI CA 1susa*A�ttwus 4451 St. Lucie Blvd.
To W, Cnp lgmh 06? ftd&gVsJ;E rT.ni Si t, firiltfseim li.bg illn)iuudkmill!!3 dd9:IhRFI. Fort Pierce, FL34946
211 IfisofTrasses -Amhony 1. lambs Ilk. P1. Reptod'ustion of [his donomect, in any form. is prohibited wilhoof The wilftis permission from A-1 RoostTresses- Anthony 1. Tombis III, P.F.
Job
Truss
Truss Type
city
Ply
Std Pac/6511 EL D
A0808739
65019
A16
Hip
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. Thu Jun 09 15:29:29 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-03EIutzMH?vSxYLflbwvpmW8ck6BaYuhvjugdCz8 Z
r1 4-Q 4-6-13 8-2-0 13-11-2 20-1-14 25-11-0 29-6-3 34-1-0 a5-5-0
1 4 0 4-6-13 3-7-3 5-9-2 6-2-12 5-9-2 3-7-3 4-6-13 14-0
4.00 12
5x6 =
3x4 = 5x6 WB= 3x4 = 5x6 =
r a 7 8
76 15 14 13 12
Dead Load Defl. = 11/16 it
5x4 11
1
en �'
0
3x6 =
3x8
5x10 MT20HS=
3x4 =
5x10 MT20HS=
3x8 —
3x6 =
8-2-0
17-0-8
25-11-0
34-1-0
8-2-0
8-10-8
8-10-8
8-2-0
Plate Offsets (X,Y)—
[6:0-3-0,Edgej
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.97
Vert(LL)
0.57 14 >720
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.74
Vert(TL)
-1.06 14-16 >388
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr
YES
WB 1.00
Horz(TL)
0.22 10 n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 161 lb
FT = 0%
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 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 3-10-4 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 =
1627/0-4-12 (min. 0-1-15)
10 =
162710-5-8 (min. 0-1-15)
Max Horz
2 =
72(LC 12)
Max Uplift
2 =
-810(LC 8)
10 =
-810(LC 9)
Max Grav
2 =
1627(LC 1)
10 =
1627(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3731 /3163, 3-4=-3486/2870,
4-5=-3324/2813, 5-6=-4517/3726,
6-7=-4517/3726, 7-8=-3324/2813,
8-9=-3486/2869, 9-10=-3731/3162
BOT CHORD
2-16=-2835/3475, 15-16=-3463/4410,
14-15=-3463/4410,13-14=-3464/4410,
12-13=-3464/4410, 10-12=-2848/3475
WEBS
3-16=-234/394, 4-16=-506/749,
5-16=-1298/1071, 5-14=0/275, 7-14=0/275,
7-12=-1298/1071,8-12=-506/749,
9-12=-234/393
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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 3-6-0 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 100 lb uplift at
joint(s) except Qt=lb) 2=810, 10=810.
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
3raig, ese rklksnopkynfi De,b4 d0DT1RD55TS('SEE(ai, 6EtI(r5( Hills b",T.7oxieIII
P.F.Ie(eta;e Sltetlfrtcfe. Uelessctkterlse s6lefnIM ND,ed,p
@ileh¢rxslnp:a'es s5Dl6e ustlla D¢1CDtilt nl9. As, 7nss Desipe Erdunle,Sp'a:lnhpietet?, da snl 1,nrlDD:gnusts® P='t11h y6esnnl npeeeng regnsdih¢hrMdn!pollxvloiD+ss eeplded ar INTDD Wt. Wei TPtl. IN deslsuve.; aas, beNl nidgm„.144,ry Anthony T. Tornbo III, P.E.
ad..01M lrm lx ag huq lstkimpuJiftf d Now, D:Ortatiseidedellit RC th olf of fit few N16,4 sd7%d. Geggren dlle 70Ddsn Deld neJ13e 7sess, e�d�fm�aT sb:er, iasMletite sedtrtuy ssi9klperessassbinsf �80083
a*ta ta;Des.p re d(.n w.Man s9MleDs Owlfepaerts mi 1.i(elen.11h10141(al"Selill W.M.;l60febInNJbr VIaarituatalexedkf jamiT.iltate. llld Le reesSete Fnuf'ian sdePesal(a he sDeA ea, TrnsCsrigoSp�et,afTnss uvn apt aen 4451 St. 0083Lucie Blvd.
o5:-Wise dehtti 6ya(ealMaf;<elsyn ie vnrur tf sD TsNesinilel Ti?Tnst Cestp67iateris Boi4 r+9li>3 Grsipet.ninss Sgsk3 Eariva s!tmf Ytildd} 111 mp,'iiud5ens rrees I:latl is Mi.
Fort Pierce, FL 34946
(opyriphi V 2016 A -I foolTiusses-Anthony T. Torok III, P.E. Reptoduttion of ibis dammeet, in ony faint, is piobibited withowhe xTinere penmission frone A -I Roof Time;-Amkony 1. hnnbo III, P.E.
Job ,1
Truss
Truss Type
city
Ply
Std Pae/6511 EL D
65019
A17
Hip Girder
1
2
A0808740
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. Thu Jun 09 15:29:32 2016
Dead Load Dail. = 13/16 it
1.5x4 11
15 32 33 34 14 35 36 13 37 38 12 39 40 41 11
4x6 = 2x4 11 7x8 = 2x4 11 7x8 = 2x4 11 4x6 =
6-2-0 12-M
17-0-8
22-1-0
27-11-0
34-1-0
6-2-0 5-10-0-0-8
5-10-0
Plate Offsets X,Y -
2:0-4-10,0-0-5 , 3:0-6-0,0-2-8 8:0-6-0 0-2-8 , 9:0-4-10,0- -51,
rl2:0-3-8,0-5-4 14:0-3-8 0-5-4
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in
(loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.79
Vert(LL) 0.69
13
>589
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.86
Vert(TL) -1.25
13
>327
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr NO
WB 0.70
Horz(TL) 0.18
9
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 366 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except`
T2,T3: 2x4 SP M 30
BOT CHORD 2x6 SP No.2 *Except*
B2: 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-11-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 8-6-8 oc bracing.
REACTIONS. (lb/size)
2 =
2649/0-4-12 (min. 0-1-9)
9 =
2649/0-5-8 (min. 0-1-9)
Max Horz
2 =
-58(LC 8)
Max Uplift
2 =
-1372(LC 4)
9 =
-1372(LC 5)
Max Grav
2 =
2649(LC 1)
9 =
2649(LC 1)
F014CES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3g-7476/3679, 3-22=-10471/5160,
22-23=-10471 /5160, 23-24=-10471 /5160,
4-24=-10471/5160, 4-25=-10471/5160,
25-26=-10471/5160,5-26=-10471/5160,
5-27=-10471/5158, 6-27=-10471/5158,
6-28=-10471 /5158, 7-28=-1047115158,
7-29=-10471 /5158, 29-30=-10471 /5158,
30-31 =-1 0471/5158, 8-31 =-1 0471/5158,
8-9=-7476/3678
BOT CHORD
2-15=-3426/7057, 15-32=-3438/7102,
32-33=-3438/7102, 33-34=-3438/7102,
14-34=-3438/7102, 14-35=-5549/11550,
35-36=-5549/11550, 13-36=-5549/11550,
13-37=-5549/11550, 37-38=-5549/11550,
12-38=-5549/11550, 12-39=-3379/7102,
39-40=-3379/7102, 40-41=-3379/7102,
BOT CHORD
2-15=-3426/7057, 15-32=-3438/7102,
32-33=-3438/7102, 33-34=-3438/7102,
14-34=-3438/7102, 14-35=-5549/11550,
35-36=5549/11550, 13-36=-5549/11550,
13-37=-5549/11550, 37-38=-5549/11550,
12-38=-5549/11550, 12-39=-3379/7102,
39-40=-3379/7102, 40-41=-3379/7102,
11 -41 =-3379/7102, 9-11=-3366/7057
WEBS
3-15=-174/685, 3-14=-1754/3659,
4-14=-658/528, 5-14=-1189/568,
5-13=0/408, 5-12=-11901566,
7-12=-658/528, 8-12=-1755/3659,
8-11 =-1 74/685
NOTES-
1) 2-ply truss to be connected together with 1 Od
(0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0
oc.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(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; 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=1.60
plate grip DOL=1.60
5) Provide adequate drainage to prevent water
ponding.
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 nonconcurrent 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 2-0-0 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 (jt=lb) 2=1372, 9=1372.
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)105
lb down and 132 lb up at 6-2-0, 105 lb down and 139
lb up at 7-0-12, 105 lb down and 139 lb up at 9-0-12,
105 lb down and 139 lb up at 11-0-12, 105 lb down
and 139 lb up at 13-0-12, 105 lb down and 139 lb up
at 15-0-12, 105 lb down and 139 lb up at 17-0-12,
105 lb down and 139 lb up at 19-0-4, 105 lb down and
139 lb up at 21-0-4, 105 lb down and 139 lb up at
23-0-4, 105 lb down and 139 lb up at 25-0-4, and 105
lb down and 139 lb up at 27-0-4, and 105-lb down and
132 lb up at 27-11-0 on top chord, and 272 lb down
and 172 lb up at 6-2-0, 55 lb down at 7-0-12, 55 lb
down at 9-0-12, 55 lb down at 11-0-12, 55 lb down at
13-0-12, 55 lb down at 15-0-12, 55 lb down at
17-0-12, 55 Its down at 19-04, 55 lb down at 21-0-4,
55 Its down at 23-0-4, 55 lb down at 25-04, and 55 lb
down at 27-0-4, and 272 lb down and 172 lb up at
27-11-0 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: 1-3=-70, 3-8=-70, 8-10=-70, 2-9=-20
Concentrated Loads (lb)
Vert: 3=-53(F) 8=-53(F) 15=-272(F)13=-38(F)
5=-88(F) 11=-272(F) 22=-88(F) 23=-88(F) 24=-88(F)
25=-88(F) 26=-88(F) 27=-88(F) 28=-88(F) 29=-88(F)
30=-88(F) 31=-88(F) 32=-38(F) 33=-38(F) 34=-38(F)
35=-38(F) 36=-38(F) 37=-38(F) 38=-38(F) 39=-38(F)
40=-38(F) 41=-38(F)
uEai!3-rIEPSE IEfAKgF�i41`v tit%% iDCrItISSES('iE1EFN;: sEw:EsuErus a @ErErF:ei L laxa+cF, P.E. FAan:e56?h 52ErEase 9?Iess EriPrwisE sldEl n RE 10D, ae'r
YiTei aergUer gees sedlkoull?rrtelCmaSsrrDl. dseLKS D?site Frue:pA.,Sg?neDr FEgiEeesll esKlursr7DPfegs?sE.Kmmrplaedfei?rhssaed rcpue!iEgrepwsitill¢6r lke iesip,olCE sxg1?EfKStt�ImiEE iIETDDi91r.PE9EEr.�IF. Ttt e2E'gE KSiOgtiNE, litfil�ONAbEf,!titFEiliig Anthony T. Tomba I11, P.E.
rJ-wdtu;Tress hereegh L•-a3 is fi-gKsdddgdtS!Ones, ReRnn's EANA:!deg!dorti, hilfnho-,o4udtstdtletil,At IK.10,Is.U1fu;uh Edl%.LReggKidit, 1DD Est Kg NA.u,IP. irrss,iaN.;ban&g.Arn!,I.Allefs, v:Q"mi; W ' 480083 Regdda30nge:HlFEettstx. �TW4?sdeA aide lW al Re 3m;teesml3eddnef.f6e reil(i.g hsdacdSEhlg tdns.En?.iF(SI/idliskdlg 1nw14r1mrelrra:ed kr?..I?imc R,-Woesl6etEsgssuMa'srd dA:rdtkT..Nop., T., Nq, apses.6IressRvltd-,aus 4451 i Lucie Blvd.
E�w?leis¢ ithsel ego hdad Epeed 13311ENIiilig EP ED gE16N ksEif!d. h! rr.,s [top frg nnis6of 5? Wk3rtopn,er lass s1shaf!JIM dory hali®g. diF mgl'e l?d!l:ai IReE dda?r u R41.
� Fort Pierce, FL 34946
(opyrigh1Q2016A4 Roof Trusses -Anthony 1.Tombo.111,E(. Reproduction ofthis doamen.1, in any form, is prohibited without The written permission fross AA Roof Trusses -Anthony]. Tombo 111, PA.
Job
Truss
Truss Type
City
Ply
Std Pac/6511 EL D
A01808741
65019
A18
Roof Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
5-0-8 , 9-8-14
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:33 2016
4x4 =
4x4 =
1.5x4 11 3x10 = 3x4 = 3x8 = 1.5x4 11
MI
1 5-0-8 14-2-0
3-0-8 2-0-0 9-1-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in- (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.92
Vert(LL)
0.39 10-12
>812
360
TCDL 15.0
Lumber DOL
1.25
BC 1.00
Vert(TL)
-0.88 10-12
>360
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.74
Horz(TL)
0.13 8
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 -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
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 uide.
REACTIONS. (lb/size)
8 =
1175/Mechanical
2 =
1289/0-4-12 (min. 0-1-8)
Max Horz
2 =
114(LC 16)
Max Uplift
8 =
-485(LC 9)
2 =
-620(LC 8)
Max Grav
8 =
1175(LC 1)
2 =
1289(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2420/2108, 3-4=-3859/3228,
4-5=4320/3681,5-6=-1974/1784,
6-7=-1991/1763, 7-8=-2710/2359
BOT CHORD
2-13=1898/2236,12-13=-1885/2206,
11-12=-2189/2581, 10-11=-2189/2581,
9-10=2119/2515, 8-9=-2119/2515
WEBS
3-12=-1438/1899, 4-12=-1564/1436,
5-12=1291/1697, 5-10=-876/962,
6-10=-688/872, 7-10=-772/809
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 1, 3, 4, 6, 8, 2, 13, 12, 5, 10, 7
and 9 checked for a plus or minus 0 degree rotation
about its center.
6) Plate(s) at joint(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 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.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 8=485, 2=620.
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
Dead Load DeB. = 518 h
3x4
26.4-0
6-1-15
PLATES
GRIP
MT20
244/190
MT20HS
1871143
Weight: 122 lb
FT = 0%
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Job 1+;
Truss
Truss Type
city
Ply
Std Pac/6511 EL D
65019
A19
Roof Special
1
1
A0808742
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. Thu Jun 09 15:29:34 2016 Page
ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-M 11 exaOV6XXkl JDd58 W4WpD3olmN FtSQ2?cRJPzB_z
1 4-0 , 5-0-8 7-0-8 12-2-0 i 6-2-0 20-8-7 26 4-0
1�-0 ' 5-0-8 2-0-0 5-1-8 4-0-0 4-6-7 5-7-9
IL
3x4 = 3x4 =
4x4 =
3x8 = 3x4 =
48 =
3x4 =
5-0-8 1 7-0-8 12-2-0 16-2-0 20-8-7 26-4-0
5-0-8 2-0-0 5-1-8 4 0-0 4-6-7 5-7-9
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.75
Vert(LL)
0.28 11-12
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.93
Vert(TL)
-0.57 11-12
>558
240
BCLL
0.0 *
Rep Stress Incr
YES
WB 0.72
Horz(TL)
0.13 8
n/a
n/a
BCDL
10.0
Code FBC20141TPI2007
(Matrix-M)
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 -
TOP CHORD
Structural wood sheathing directly applied or 3-0-3 oc
purlins.
BOT CHORD
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)
8 =
1184/Mechanical
2 =
1279/0-4-12 (min. 0-1-8)
Max Horz
2 =
99(LC 16)
Max Uplift
8 =
-500(LC 9)
2 =
-635(LC 8)
Max Grav
8 =
1184(LC 1)
2 =
1279(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
wh4n shown.
TOP CHORD
2-3=-2740/2244, 3-4=-2599/2223,
4-5=-2327/2013, 5-6=-2172/1997,
6-7=-2224/1919, 7-8=-2717/2451
BOT CHORD
2-12=-2013/2539, 11-12=-2724/3271,
10-11 =-1 559/2069, 9-1 0=-1 559/2069,
8-9=-2212/2528
WEBS
3-12=-518/708, 4-11=-117211126,
5-11=-232/412, 6-11=-154/259,
6-9=-1611362, 7-9=-515/705,
4-12=-916/914
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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) 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 at ---lb) 8=500, 2=635.
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 Defl. = 3/8 ii
3x6 =
PLATES GRIP
MT20 244/190
Weight: 121 lb FT = 0%
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thon T. Tornbo 1I1:, P.E.
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A01808743
65019
A20
Roof Special
1
1
Job Reference (optional)
Al ROOF I KUSStb, FUR I VILKUL, FL 3494b, oeslgn(mal truss.com
-14-0 , 7-0-8 . 9-0-8
4.00
Nun: /.b4U s Uqt / ZUI5 Ynnt: /.b4u s UCt / zulb Mt I eK
ID: W?quLct?Re?LfzLe98RjH4yHM91-M 11 ex
f.�i[t7s51�Ti1C6-
4x4 = 4x4 =
5
4x6 =
r
Inc. i nu Jun ubtIb:ZEl:34 ZUIb
Dead Load Dell. = 3/8 it
< e. 10
4x4 = 3x4 = 3x4 = 3x8 MT20HS= 3x8 = 3x6 =
■
i 7-0-8
9-0-8 ,10-2 0
18-2-0
26-4-0
7-M
2-0-0 1-1-8
8-0-0
8-2-0
Plate Offsets (X,Y)—
[3:0-2-4,0-2-41, [4:0-2-0,0-2-41,
[5:0-7-0,0-2-81, [6:0-3-4,0-2-01,
[8:0-1-6,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc)
I/deft
L/d
-PL-ATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL) 0.26
9-11
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.83
Vert(TL) -0.55
9-11
>574
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.52
Horz(TL) 0.13
8
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 119 Ib
FT = O%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T4: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purtins.
BOT CHORD
Rigid ceiling directly applied or 3-11-8 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
8 =
1179/Mechanical
2 =
1284/0-4-12 (min. 0-1-8)
Max Horz
2 =
84(LC 16)
Max Uplift
8 =
-514(LC 9)
2 =
-647(LC 8)
Max Grav
8 =
1179(LC 1)
2 =
1284(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2591/2117, 3-4=-2411/2105,
4-5=-2661/2275, 5-6=-2362/2060,
6-7=-2490/2088, 7-8=-2758/2382
BOT CHORD
2-12=-1858/2382, 11-12=-2104/2723,
10-11=1998/2605, 9-10=-1998/2605,
8-9=-2154/2564
WEBS
3-12=257/484, 4-11=-296/243,
5-11 =- 1631476, 5-9=-405/219,
6-9=-124/413, 7-9=258/395,
4-12=-536/379
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust)
Vasd=132mph; 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 ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 1, 3, 5, 6, 8, 2, 10, 12, 11, 9 and
7 checked for a plus or minus 0 degree rotation about
its center.
6) Plate(s) at joint(s) 4 checked for a plus or minus 4
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.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 8=514, 2=647.
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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Wiek«mnrtfpiekssEaRlt¢SfA6rt,51[; it Ee etfd. Is a hxsi help &4cuu(Lt. spw' ff Eep --e ke sect @nyT:Qfef23ECi0M!¢i¢i[e5(4tp'BitSiltiYiFCti'4Atp(tirfi3.4'HTi t4f@dtdSljlt}u'SRjl3 Net htso iw0 ,, noct". M-, TN Iiiip0c"!m,,os,hdcj ad Re..W&M Anthony T. Tombo III, P.E.
14oe¢rAisTtosfer%IVIM :s let nspm S9it tilt, a—,eo!3. esIderiaHrtdm IN U.4o;oftor, Weetttep dAeil(;14l III lSl ttiireiptl:trrp;tee[1lREI. ix3)pfPE31R'RS T:QmisepAtillfli(t1!Tlnf,bddvpkesirrp,sed¢p�wtLfiw [dkiwpsbtl'u [xltsrarihkJa - a60083
r E pDK rms( ¢an.lua t s>an rapt p"rasoppn�ttaare e�T>=t�tnp�n� . l pz:t larn�ssTnm:sa"tact+rp�dp+m.rtEta na:se i_etasibn xaT,ua�setr,:nnQry,spow�lTmexmfac ,e 4451St. LudeBlvd.
t&p*isat=.:n>,:i E} ¢itdnigreetlps*G.rt�E} a'i ia6nunhe! rte isrs Desip Fpueris E91 ne tnkep D>sE,er: a ssess rrJemlgicre A ae Eglrmp. bi srpiblrAtensaen kfaea b:Fti,
t
Fort aierce, FL 34446
(opytightCO7R16A-t fact Lusses-Anibony1.Touch 111,P.E. Reproductions oldisdocument, inmeyfem,isprobihitedwilbouptbwritten permsf.00lremAdBootTmssas-AnthoeyLTembo111,U
Job .11,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
A21
Hip Girder
1
1
A0808744
,
Job Reference (optional)
Al KUUt- I KUJJtJ, r-UK I t-ItKL:t, t-L J4UJ4b, eesign(Naltruss.Gom Nun: 1.b40 s Uct f 2111 b Print /.b4u s Uct / 21.11 b MI I eK Industries, Inc. Thu Jun 09 15:29:36 2016
I D: W?qu Lcr?Re?LfzLe98RjH4yHM91-JQ90MG2le8nSHcN?CZYYbEJRcYZhjkf WJ5YI
-1-4-0, 6-2-0 13-2-0 20-2-0 26-4-0 .27-8-0.
3x10 =
7x10 MT20HS=
.- 24 25 26 - 27 28 29 30 -
2x4 11
1000 =
2x4 II
6-2-0 13-2-0 20-2-0 26-4-0
6-2-0 7-0-0 7-M 6-2-0
Plate Offsets (X,Y)— [3:0-2-12,0-3-81, [5:0-2-12,0-3-81
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
NO
BCDL
10.0
Code FBC20141TP12007
LUMBER -
TOP CHORD 2x4 SP M 30 -Except`
T2: 2x6 SP 240OF 2.0E
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-7-14 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-4-2 oc bracing.
WEBS
T-Brace:
2x4 SYP No.3 - 3-9, 5-9
Fasten (2X) T and I braces to narrow edge of web with
10d (0.131"x3") nails, 6in 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 truss erection, in
accordance with -Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
2097/0-4-12 (min.0-1-12)
6 R =
2124/0-7-4 (min.0-1-12)
Max Horz
2 =
-58(LC 5)
Max Uplift
2 =
-1108(LC 4)
6 _
-1121(LC 5)
Max Grav
2 =
2097(LC 1)
6 =
2124(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-5732/2836, 3-17=-7690/3840,
17-18=-7693/3840, 18-19=-7694/3841,
4-19=-7698/3842, 4-20=-7698/3842,
20-21=-7695/3842,21-22=-7694/3841,
22-23=-7692/3840, 5-23=-7690/3839,
5-6=-5835/2877
BOT CHORD
2-10=-2625/5402, 10-24=-2637/5448,
CSI.
DEFL.
in
(loc)
I/deft
Ud
TIC 0.60
Vert(LL)
0.51
9
>620
360
BC 0.49
Vert(TL)
-0.91
9
>347
240
WB 0.93
Horz(TL)
0.15
6
n/a
n/a
(Matrix-M)
BOT CHORD
2-10=-2625/5402, 10-24=-2637/5448,
24-25=-2637/5448, 25-26=-2637/5448,
9-26=-2637/5448, 9-27=-2618/5548,
27-28=-2618/5548,28-29=-2618/5548,
29-30=-2618/5548, 8-30=-2618/5548,
6-8=-2607/5501
WEBS
3-10=-159/694, 5-8=-147/726,
3-9=-1206/2452, 4-9=-1072/831,
5-9=-1165/2348
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.OpsF h=25ft-,
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) 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 3-6-0 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 100 Ito uplift at
joint(s) except Qt=lb) 2=1108, 6=1121.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
Dead Load Deft. = 5/8 it
1�
5x4 11
� N
Ian
d
300 =
PLATES
GRIP
MT20
244/190
MT20HS
187/143
Weight: 148 lb
FT = 0%
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 105
lb down and 132 lb up at 6-2-0, 105 lb down and 139
lb up at 7-0-12, 105 lb down and 139 lb up at 9-0-12,
105 lb down and 139 lb up at 11-0-12, 105 lb down
and 139 lb up at 13-0-12, 105 lb down and 139 lb up
at 15-0-12, 105 lb down and 139 lb up at 16-3-4, 105
lb down and 139 Ib up at 17-3-4, and 105 lb down and
139 lb up at 19-3-4, and 105 lb down and 132 lb up at
20-2-0 on top chord, and 272 lb down and 172 lb up at
6-2-0, 55 Ito down at 7-0-12, 55 lb down at 9-0-12, 55
lb down at 11-0-12, 55 lb down at 13-0-12, 55 lb
down at 15-0-12, 55 lb down at 16-3-4, 55 lb down at
17-3-4, and 55 Ito down at 19-3-4, and 272 lb down
and 172 lb up at 20-2-0 on bottom chord. The
design/selection of such connection devices) 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).
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, 5-7=-70, 2-6=-20
Concentrated Loads (lb)
Vert:3=-53(B) 5=-53(B) 10=-272(B)8=-272(B)
9=-38(B) 4=-88(B) 17=-88(B) 18=-88(B)19=-88(B)
20=-88(B) 21 =-88(B) 22=-88(B) 23=-88(B)
24=-38(B) 25=-38(B) 26=-38(B)27=-38(B)
28=-38(B) 29=-38(B) 30=-38(B)
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(eppight 0 2DI6A-1 loaf Trusses -Anthony L Tom6o 111, P.E. Reprobation of ibis doonseet, in any form, is pw6ibbed wirhni ibe nTinen p insission from A-1 Roof Tresses • Aaflon f 1. Tomho 111, P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
A22
Hip Girder
1
2Ad808745
Job Reference(optional)
A i ROOF l kUaata, Fuk i rlGtGt, rc i4te4b, oeslgnLaitruss.com Hun: i.b4u s Oct / ZU15 f not 1.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:37 2016 Page
I D:W?quLcr?Re?LfzLe98RjH4yHM91-ncjnac3N PSvJumyCmG3nBSrW7yorSANskzg5vkz8_Z;
14-0 5-11-9 10-11-14 12-2-2 17-4-1 23-2-0
1 4 0 5-11-9 5-0-5 1-2 4 5-1-15 5-9-15
5x10 MT20HS=
5x6 =
3x8 11 10x14 MT20HS=
8x8 =
Dead Load Defl. = 5/8 iE
4xa =
i
5-11-9
10-11-14
L2 2 21
17-4-1
23-2-0
5-11-9
5-0-5
1-2 4
5-1-15
5-9-15
Plate Offsets (X,Y)—
[2:1-5-0,0-4-10], [2:0-1-2,Edge], [4:0-4-12,0-2-4], [5:0-2-12,0-2-12], [7:0-2-9,Edge], [7:14-0,0-4-12],
[8:0-5-12,0-1-8], [9:0-4-0,0-6-4], [10:0-7-0,0-6-0],
111:0-5-12,0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 1.00
Vert(LL)
0.48 10-11 >559
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.88
Vert(TL)
-0.93 10-11 >292
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr NO
WB 0.97
Horz(TL)
0.19 7 n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 296 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 31 *Except*
T2: 2x4 SP No.2
BOT CHORD 2x8 SP 240OF 1.8E
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.
BOT CHORD
Rigid ceiling directly applied or 7-7-3 oc bracing.
REACTIONS. (lb/size)
7 = 9718/0-8-0 (min.0-4-0)
2 = 7959/0-7-4 (min. 0-3-5)
Max Horz
2 =
109(LC 27)
Max Uplift
7 =
-4309(LC 5)
2 =
-3674(LC 4)
Max Grav
7 =
9718(LC 1)
2 =
7959(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-23246/10441,3-4=-16885/7578,
4-5=-16241/7337, 5-6=-16939/7590,
6-7=-23233/10333
BOT CHORD
2-11=-9875/21985, 11-17=-9875/21985,
17-18=-9875/21985, 10-18=9875/21985,
9-10=-7070/15998,9-19=-9732/22012,
19-20=-9732/22012,8-20=-9732/22012,
8-21=-9732/22012, 21-22=-9732/22012,
7-22=-9732/22012, 7-23=-7521/17043
WEBS
3-11=-1754/4013, 3-10=-6415/3025,
4-1 0=-1 964/4296, 4-9=403/967,
5-9=-2266/5078, 6-9=-6343/2866,
6-8=-1541/3731
WEBS
3-11 =-1 754/4013, 3-10=-6415/3025,
4-1 0=-1 964/4296, 4-9=-403/967,
5-9=-2266/5078, 6-9=-6343/2866,
6-8=-1541/3731
NOTES-
1) 2-ply truss to be connected together with 1 Od
(0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-4-0
oc.
Bottom chords connected as follows: 2x8 - 3 rows
staggered at 0-2-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(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; 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=1.60
plate grip DOL=1.60
5) Provide adequate drainage to prevent water
ponding.
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 nonconcurrent 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 2-0-0 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 (jt=lb) 7=4309, 2=3674.
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)
3470 lb down and 1600 lb up at 5-11-9, 1491 lb down
and 697 lb up at 7-10-12, 1492 lb down and 700 lb up
at 9-10-12, 1514 lb down and 702 lb up at 11-10-12,
1514 lb down and 689 lb up at 13-10-12, 1513 lb
down and 672 lb up at 15-10-12, 1512 lb down and
672 lb up at 17-10-12, and 1512 lb down and 669 Ite
up at 19-10-12, and 1517 lb down and 675 lb up at
21-10-12 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, 4-5=-70, 5-7=-70, 2-7=-20
Concentrated Loads (lb)
Vert: 11=-3470(F) 9=-1514(F) 17=-1491(F)
18=-1492(F) 19=-1514(F) 20=-1513(F) 21=-1512(F)
22=-1 512(F) 23=-1 517(F)
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Job �.
Truss
Truss Type
city
Ply
Std Pae/6511 EL D
65019
A23
Hip
1
1
A0808746
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. Thu Jun 09 15:29:38 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-FoH9ny4?Am1AWwXOK_aOgfOmKM9pBp30zdafSBzB Z
1 4-0 4 4-8 9-0-0 14-2-0 18-9-8 23-2-0 , 24-6-0 ,
104-0 ' 4 4-8 4-74-7 8 5-2-0 4-7-8 4 4-8 1 4 0
4x4 =
d nnR-7
4x8 =
3x4 =
3x8 = 3x4 = 3x4 = 3x4 =
9-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL
in
([cc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
0.19
9-11
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.83
Vert(TL)
-0.40
9-19
>702
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.24
Horz(TL)
0.10
7
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 -
TOP CHORD
Structural wood sheathing directly applied or 3-7-8 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-2-4 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 = 1136/0-7-4 (min. 0-1-8)
7 = 1136/0-8-0 (min.0-1-8)
Max Horz
2 = 79(LC 16)
Max Uplift
2 =-567(LC 8)
7 =-567(LC 9)
Max Grav
2 = 1136(LC 1)
7 = 1136(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2398/2203, 3-4=-1954/1687,
4-5=-1816/1680, 5-6=-1954/1688,
6-7=-2398/2202
BOT CHORD
2-11 =-1 945/2236, 10-11 =-1 346/1816,
9-10=-1346/1816,7-9=-1957/2235
WEBS
3-11=-461/641, 4-11=-103/313,
5-9=-104/313, 6-9=-461/639
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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) 2=567, 7=567.
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 Defl. = 1/4 it
GRIP-
244/190
Weight: 109 lb FT = 0%
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topyrigbi.(02016AdloolTrusses -AnthanyT.TomboIll, P.E. Reproduction oBhisdocument, incry lmm,isprobibiledwi16ou1llewitunpermission [rem A-IRoolTrusses- AnlhnyLTombo111,P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO'808747
65019
A24
Hip
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
-1-4-0 , 7-0-0
4x4 =
4.00 12
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:38 2016
ID:W?quLcr?Re?LfzLe98RjH4yHM91-FoH9ny4?Am1 AWwXOK_aOgfOkpM8CBp7OzdafS
11-7-0 16-2-0 23-2-0 , 24-6-0 ,
3x4 = 4x4 =
Dead Load Defl. = 3/8 ii
3x4 = 3x4 = 3x8 MT20HS= 3x4 = 3x4 =
LOADING (psf)
SPACING-
2-0-0
CS'-
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.81
Vert(LL)
-0.18
8-10
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.87
Vert(TL)
-0.58
8-10
>480
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.23
Horz(TL)
0.10
6
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 -
TOP CHORD
Structural wood sheathing directly applied or 3-2-6 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-4-8 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 =
1136/0-7-4 (min. 0-1-8)
6 =
1136/0-M (min.0-1-8)
Max Horz
2 =
-64(LC 17)
Max Uplift
2 =
-582(LC 8)
6 =
-582(LC 9)
Max Grav
2 =
1136(LC 1)
6 =
1136(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2204/1712, 3-4=-2038/1713,
4-5=-2038/1712, 5-6=-2204/1712
BOT CHORD
2-10=-1432/2017, 9-10=-1790/2350,
8-9=-1790/2350, 6-8=-1437/2017
WEBS
3-10=-111/398,4-10=-455/399,
4-8=-455/399, 5-8=-112/398
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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 lead 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 2=582, 6=582.
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
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 98 lb FT = 0%
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Anthony
wdrsedflis AnthonyT. Tombo III, P.E.
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Job �,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
C01
ROOF SPECIAL GIRDER
1
3A0808748
Job Reference(optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, designLaltruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:39 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-j_rX_H4dx3A1846ath5FDtxtAmT6w729CHJC_dz8 Z(
4-3-8 7-9-4 11-3-0 14-0-0 16-5 4 18-6-14 , 21-2-0
3-5-12 3-5-12 2-9-0 2-5-4 2-1-10 2-7-2
5x6 % 1.5x4 11
Dead Load Deft. = 5/16 ii
3x4 = 1.5x4 11 3x4 = 4x8 = 3x4 11 3x8 = 3x6 = 4x6 11
7-9-4 11-3-0
4-3-8
5x10 MT20HS=
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.00
TC 0.83
Vert(LL)
0.19 14-16
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.00
BC 0.95
Vert(TL)
-0.42 14-16
>595
240
MT20HS
187/143
BCLL 0.0 *
Rep Stress Incr
NO
WB 0.83
Horz(TL)
0.07 11
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 390 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T3: 2x6 SP No.2
BOT CHORD 2x4 SP M 30 *Except*
B2: 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3 *Except*
W12: 2x8 SP No.2, W11: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
11 =
6731/Mechanical
2 =
2063/0-8-0 (min.0-1-8)
Max Horz
2 =
442(LC 27)
Max Uplift
11 =
-1985(LC 5)
2 =
-782(LC 4)
Max Grav
11 =
6731(LC 1)
2 =
2063(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOR CHORD
2-3=-4969/1617, 3-4=-4869/1565,
4-5=-4468/1397, 7-23=-13467/3882,
23-24=-13467/3882, 8-24=-13467/3882,
8-9=-13467/3882, 9-25=-8928/2532,
10-25=-8928/2532,10-11=-6113/1828
BOT CHORD
2-18=1772/4654, 17-18=-1772/4654,
16-17=-1646/4600, 15-16=-3977/13299,
14-15=-3941/13184, 13-14=-4121/13828,
12-13=-2532/8928, 11-12=-353/1224
WEBS
3-17=-295/349, 4-16=-497/356,
5-16=-1565/5219, 5-7=-5762/1832,
7-16=-10054/2936, 7-13=-561/462,
9-12=-4610/1336, 10-12=-2463/8709,
8-13=-2155/639,9-13=-1571/5216
Continued on paqe 2
WEBS
3-17=-295/349, 4-16=-497/356,
5-16=-1565/5219, 5-7=-5762/1832,
7-16=-10054/2936, 7-13=-561/462,
9-12=-4610/1336, 10-12=-2463/8709,
8-13=-2155/639, 9-13=-1571/5216
NOTES-
1) 3-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0
oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows
staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at
0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F), or
(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; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60
plate grip DOL=1.60
5) Provide adequate drainage to prevent water
ponding.
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 nonconcurrent 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 2-0-0 wide will fit between the
bottom chord and any other members.
10) Refer to girders) for truss to truss connections.
11) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb)11=1985, 2=782.
12) Load case(s) 2, 14, 15, 16, 17, 18, 21, 22, 33, 34,
35, 36 has/have been modified. Building designer
must review loads to verify that they are correct for the
intended use of this truss.
13) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
14) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 254
lb down and 274 lb up at 14-2-14, 179 lb down and
201 lb up at 15-0-12, 1685 lb down and 806 lb up at
16-5-4, and 1600 lb down and 779 lb up at 18-5-4,
and 1603 lb down and 781 lb up at 20-5-4 on top
chord, and 326 lb down and 94 lb up at 14-1-9 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=1.00
Plate Increase=1.00
Uniform Loads (pig
Vert: 1-5=-70, 5-6=-70, 7-10=-260, 11-20=-20
Concentrated Loads (lb)
Vert: 14=-326(B) 9=-1560 8=-1645 23=-218 24=-168
25=-1575
2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab.
Attic Storage + 0.75 Attic Floor: Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (pig
Vert: 1-5=-60, 5-6=-60, 7-10=-280, 11-20=-20
Concentrated Loads (lb)
Vert: 14=-325(B) 9=-1386 8=-1500 23=-192 24=-145
25=-1397
14) Dead + Uninhabitable Attic Storage: Lumber
Increase=0.90, Plate Increase=0.90 Pit.
metal=0.90
Uniform Loads (pig
Vert: 1-5=-30, 5-6=30, 7-10=-260, 11-20=-20
Concentrated Loads (lb)
Vert: 14=-259(B) 9=-863 8=-960 23=-114 24=-78
25=-866
15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
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Job
Truss
Truss Type
Qty,
Ply
Std Pac/6511 EL D
65019
C01
ROOF SPECIAL GIRDER
1
3A01308748
Job Reference(optional)
Al ROOF I KUSSLS, FOR 1 PItKCL, I-L 34946, designgaltruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:39 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91 j_rX_H4dx3A1846ath5FDbdAmT6w729CHJC_dz8_ZI
LOAD CASE(S)
Standard
Uniform Loads (pin
Vert: 1-2=-23, 2-5=-33, 5-6=-33, 7-10=-194,
11-20=-20
Horz: 1-2=-37, 2-5=-27, 6-7=49
Concentrated Loads (lb)
Vert: 14=43(B) 9=503 8=519 23=193 24=146 25=504
16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (pin
Vert: 1-2=-35, 2-5=-45, 5-6=-33, 7-10=-177,
11-20=-20
Horz: 1-2=-25, 2-5=-15, 647 1
Concentrated Loads (lb)
Vert: 14=43(B) 9=486 8=502 23=178 24=141 25=492
17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pin
Vert: 1-2=23, 2-5=-33, 5-6=-50, 7-10=-194,
11-20=-20
Horz: 1-2=-37, 2-5=-27, 6-7=-18
Concentrated Loads (lb)
Vert: 14=43(B) 9=503 8=519 23=202 24=146 25=504
18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pin
Vert: 1-2=-40, 2-5=-50, 5-6=-50, 7-10=-177,
11-20=-20
Horz: 1-2=-20, 2-5=-10, 6-7=-1
Concentrated Loads (Ib)
Vert: 14=43(B) 9=486 8=502 23=186 24=141 25=492
21) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75
Uninhab. Attic Storage + 0.75 Attic Floor: Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 1-5=-60, 5-6=-60, 7-10=-250, 11-20=-20
Concentrated Loads (lb)
Vert: 14=-325(B) 9=-1416 8=-1530 23=-219 24=-154
25=-1419
22) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75
Uninhab. Attic Storage + 0.75 Attic Floor: Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (pin
Vert: 1-5=-30, 5-6=-60, 7-10=-280, 11-20=-20
Concentrated Loads (lb)
Vert: 14=-325(B) 9=-1386 8=-1500 23=-192 24=-145
25=-1397
33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Left):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pin
Vert: 1-2=-23, 2-5=-33, 5-6=-33, 7-10=-194,
11-20=-20
Horz: 1-2=-37, 2-5=-27, 6-7=49
Concentrated Loads (lb)
Vert: 14=-209(B) 9=1096 8=-1177 23=-143 24=-105
25=-1105
34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-35, 2-5=-45, 5-6=-33, 7-10=-177,
11-20=-20
Horz: 1-2=-25, 2-5=-15, 6-7=-1
Concentrated Loads (lb)
Vert: 14=-209(B) 9=-1113 8=-1194 23=-158 24=-110
25=-1117
35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor+0.75(0.6 MWFRS Wind (Neg. Int) 1st
Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pin
Standard
Vert: 1-2=-23, 2-5=-33, 5-6=-50, 7-10=-194,
11-20=-20
Horz: 1-2=-37, 2-5=-27, 6-7=-18
Concentrated Loads (lb)
Vert: 14=-209(B) 9=-1096 8=-1177 23=-134
24=-105 25=1105
36) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd
Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pin
Vert: 1-2=40, 2-5=-50, 5-6=-50, 7-10=-177,
11-20=-20
Horz: 1-2=-20, 2-5=-10, 6-7=-1
Concentrated Loads (lb)
Vert: 14=-209(B) 9=-1113 8=-1194 23=-150
24=-110 25=-1117
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Job 0,
Truss
Truss Type
Qty
Ply
Std Pad 511 EL D
65019
CO3
Common
5
1
A0808749
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. Thu Jun 09 15:29:40 2016 Page
I D:W?quLcr?Re?LfzLe98RjH4yHM91-BBOvCd5GhNl ulEhmRPdU14T5d9vKftkJ Rx31W3z8_Z
1 4-0 , 6-3-10 10-11-0 15-6-6 21-2-0
11-0 6-3-10 4-7-6 4-7-6 5-7-10
4x4 =
Dead Load Defl. = 5116 it
4x4 = 5x8 = 3x4 =
3x8 II
10-11-0
21-2-0
10-11-0
10-3-0
Plate Offsets (X Y)--
[2:0-3-6 Edgel, [6:0-2-15,Edgel,
[6:0-0-4,0-0-151,
[7:0-4-0,0-3-01
LOADING (psf)-
SPACING- 2-0-0
CSL
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.66
Vert(LL)
-0.15
7-11
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.57
Vert(TL)
-0.45
7-11
>561
240
BCLL 0.0
Rep Stress Incr YES
WB
0.29
Horz(TL)
0.05
6
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 90 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-14 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 5-7-7 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 =
1067/0-8-0 (min. 0-1-8)
6 =
931/Mechanical
Max Horz
2 =
114(LC 12)
Max Uplift
2 ' _
-517(LC 8)
6 =
-392(LC 9)
Max, Grav
2 =
1067(LC 1)
6 =
931(LC 1)
FORCES. (lb)
Maz. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2027/1876,3-4=-1510/1341,
4-5=-1508/1338, 5-6=-1972/1810
BOT CHORD
2-7=-1679/1869, 6-7=-1601/1828
WEBS
4-7=-439/618, 5-7=-523/652,
3-7=-554/735
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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 lb uplift at
joint(s) except Qt=lb) 2=517, 6=392.
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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� Fort Pierce, FL 34946
Copyright 0 20Ib Ad Roof bosses -Anthony Momhe Iti, P,E, Reprodotlion of ibis daument, in nnyfeem,fs prohibited withoutfhe wemen permission iron Ad Roof bosses -Anthony. T. Tombo 111, P.T.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808750
65019
C04
Common
7
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. Thu Jun 09 15:29:41 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-fNyHPz6uShQINOGz?68j I IOGDZEKO9?SfboJ2Vz8_ZI
6-3-10 10-11-0 15-6-0 21-10-0 23-2-0
1 4-0 6-3-10 4-7-6 4-7-6 6-3-10 1-4-0
4x4 =
Dead Load Defl. = 1/4 it
40T4 = 5x8 = 4x4 = ,
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
-in -
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
-0.15
8-16
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.59
Vert(TL)
-0.45
8-16
>585
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.29
Horz(TL)
0.06
6
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(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 3-9-10 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-8-0 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 =
1076/0-8-0 (min.0-1-8)
6 =
1076/0-8-0 (min.0-1-8)
Max Horz
2 =
93(LC 16)
Max Uplift
2 =
-523(LC 8)
6 =
-523(LC 9)
Max Grav
2 =
1076(LC 1)
6 =
1076(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2056/1910, 3-4=-1539/1373,
4-5=-1539/1373, 5-6=-2056/1910
BOT CHORD
2-8=-1646/1896, 6-8=-1650/1896
WEBS
4-8=-472/630, 5-8=-553/737,
3-8=-553/738
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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=lb) 2=523, 6=523.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
5x4 11
PLATES GRIP
MT20 244/190
Weight: 95 lb FT = 0%
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i
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Copyiigbt02016A-1toolhasses-AnthoayT.Tomb 1111P.E.Reptodurtion of This datument, in any Form, is probibiTed withool thewitten permission from A-1 Rooffrcsses -Anliony 1. Iamb III, P.f.
Job 1,1
Truss
Truss Type
City
Ply
Std Pac/6511 EL D
65019
CO5
Common
1
1
A0808751
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. Thu Jun 09 15:29:41 2016 Page
ID: W?q uLcr?Re?LfzLe98RjH4yHM91-fNyHPz6uShQINOGz?68jf lOG3ZELO91SfboJ2Vz8_ZI
-1 4-0 6-3-10 10-11-0 15-6-6 , 21-10-0 23-2-0 ,
11 00 6-3-10 4-7-6 4-7-6 6-3-10 1 4-0
4x4 =
3x4 = 3x6 I 13x4 =
c 6
5x8 =
LOADING.(psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.68
Vert(LL)
-0.15 10-18
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.58
Vert(TL)
-0.45 10-18
>577
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.27
Horz(TL)
0.06 8
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(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 3-8-15 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 5-8-13 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 =
1076/0-8-0 (min. 0-1-8)
8 =
1076/0-8-0 (min. 0-1-8)
Max Horz
2 =
-88(LC 17)
Max Uplift
2 =
-529(LC 8)
8 =
-529(LC 9)
Max Grav
2 =
1076(LC 1)
8 =
1076(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2036/1872, 3-4=-1554/1374,
6-7=-1554/1374, 7-8=-2036/1871,
4-5=-1427/1357, 5-6=-1427/1357
BOT CHORD
2-10=-1607/1876, 8-10=-1612/1876
WEBS
7-10=-516/682, 3-10=-516/683,
5-10=-430/602
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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 right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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 (jt=lb) 2=529, 8=529.
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
Dead Load Defl. = 5116 it
4x4 =
PLATES GRIP
MT20 2441190
Weight: 94 lb FT = 0%
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a�s?lYl!f atM1FNeya(nI!Ulq!fNDlit ie Mnliil{tIDlclaeslRSif?L II3IIOSS DlSI'�aEq'R!n Yect !D+a5a3(r4p?I,er Tnif S(S1e3 Eglleetdmyielldal. All fo!n indaenl [Cml:ta?Ihe lr(I. Fort Pierce, FL 34946
(opyrii;4102016A-1Roof Trusses -Antbonyl.Tomb 111,R.E. Reproduction alibis thrunser.1, in any form, is prohibited without The trivial permission from A-1 Roof Tresses -Austhorly T. Tornbo 111, P.E.
Job
Truss
Truss Type
city
Ply
Std Pac/6511 EL D
A0808752
65019
C06
Hip
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. Thu Jun 09 15:29:42 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-7ZWfdJ7WD_Yc?Xr9ZgfyrVZMmzan7fEbuFYsbyzB Z
8-2-0 13-8-0 21-10-0 23-2-0
1 4 0 8-2-0 5-6-0 8-2-0 1-4-0
4x6 =
4.00 12
4x8 =
4x4 = 3x4 = 3x4 = 1.5x4 11 4x4 =
8-2-0
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 FBC2014ITP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 5-1-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation vide.
REACTIONS. (lb/size)
2 =
1076/0-8-0 (min. 0-1-8)
5 =
1076/0-8-0 (min. 0-1-8)
Max Horz
2 =
72(LC 12)
Max Uplift
2 =
-547(LC 8)
5 =
-547(LC 9)
Max Grav
2 =
1076(LC 1)
5 =
1076(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1853/1482, 3-4=-1680/1501,
4-5=-1853/1483
BOT CHORD
2-9=-1193/1673,8-9=-119611680,
7-8=-1196/1680, 5-7=-1198/1673
WEBS
3-9=0/253, 4-7=0/252
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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 Be MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
CSI.
DEFL.
in
(loc)
I/deft
L/d
TC 1.00
Vert(LL)
0.14
9-14
>999
360
BC 0.64
Vert(TL)
-0.31
7-17
>836
240
WB 0.10
Horz(TL)
0.07
5
n/a
nea
(Matrix-M)
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 at --lb) 2=547, 5=547.
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
Dead Load Defl. = 114 it
PLATES GRIP
MT20 244/190
Weight: 90 lb FT = 0%
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e>antdWslreseMNopp # 80083
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Copyright02016AdRooflrusses•AnthonyT.TamboM,P.E. ReproduCidnofthisdournont,insayform,ispsahibiledwishoulthe»riffenpermission from A4 Roof Tmsses- Anthony LTomboIII, P.E.
Job I!,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
C07G
Hip Girder
1
1
A0808753
Job Reference o tional
Al RUUt- I RUS5t5, FUR I PIERCt, I-L 3494b, deslgn(aal truss.com Run: 1.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:43 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-cm42gf78_IgTdhPL6XABNj5afNups1K17vHQ7Oz8 Zf
-1-4-0 , 6-2-0 10-11-0 15-8-0 21-10-0 23-2-0
6-2-0 4-9-0 4-9-0 6-2-0 1-4-0
AvR —
Dead Load Defl. = 318 it
5x4
4x4 -Z�-
GY LJ
1.5x4 11
� LO
3x8 MT20HS=
L!
1.5x4 11
4x4 i
3x8 =
10-11-0
15-8-0
21-10-0
2-2-0
-2-0
4-9-0
4-9-0
6-2-0
Plate Offsets (X,Y)—
[2:0-3-7,Edgej, [3:0-5-4,0-2-0),
[5:0-5-4,0-2-0), [6:0-3-7,Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
in
floc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL)
0.31
10
>833
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.71
Vert(TL)
-0.58
8-10
>453
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr NO
WB 0.43
Horz(TL)
0.13
6
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix-M)
Weight: 96 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
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 2-3-10 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-6-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1716/0-8-0 (min.0-2-0)
6 =
1720/0-8-0 (min.0-2-0)
Max Horz
2 =
58(LC 4)
Max Uplift
2 =
-889(LC 4)
6 =
-890(LC 5)
Max Grav
2 =
1716(LC 1)
6 =
1720(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
whdn shown.
TOP CHORD
2-3=-4006/1903, 3-20=-4711/2307,
20-21 =-4711/2307, 4-21 =-4711/2307,
4-22=-4711 /2307, 22-23=-4711 /2307,
5-23=-4711/2307, 5-6=-4018/1909
BOT CHORD
2-11=-1735/3733, 11-24=-1738/3760,
24-25=-1738/3760, 10-25=-1738/3760,
9-10=-1696/3771, 9-26=-1696/3771,
26-27=-1696/3771, 8-27=-1696/3771,
6-8=-1693/3744
WEBS
3-11=-41/469, 3-1 0=-552/1 119,
4-10=-631/495, 5-10=-547/1107,
5-8=40/474
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) 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 3-6-0 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 100 lb uplift at
joint(s) except at --lb) 2=889, 6=890.
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) 82
Ib down and 131 lb up at 6-2-0, 105 lb down and 139
Ib up at 7-0-12, 105 lb down and 139 lb up at 9-0-12,
105 lb down and 139 lb up at 11-0-12, 105 Ib down
and 139 lb up at 13-0-12, and 105 lb down and 139 lb
up at 14-9-4, and 82 lb down and 131 lb up at 15-8-0
on top chord, and 272 lb down and 136 lb up at 6-2-0,
55 lb down at 7-0-12, 55 lb down at 9-0-12, 55 lb
down at 11-0-12, 55 lb down at 13-0-12, and 55 lb
down at 14-9-4, and 272 lb down and 136 lb up at
15-8-0 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
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-5=-70, 5-7=-70, 14-17=-20
Concentrated Loads (Ib)
Vert: 3=-53(F) 5=-53(F) 11=-272(F) 10=-38(F)
4=-88(F) 8=-272(F) 20=-88(F) 21=-88(F) 22=-88(F)
23=-88(F) 24=-38(F) 25=-38(F) 26=-38(F) 27=-38(F)
td'Emieg-tdese draEeS41y!eri!rfi!'klgCrTBCSSES('SEItFY'k 6fp8lLlEtEJ56(OIW00§S(t15i0a(liR:l'}4E9tm,SE3fNFMl'dra.SY:rf(desiP reacefn!mdrealmf!!n(tis imss L'!sg�"�rEr�sr(I[aicA de AeIEEEi i.Tos'.vli,i.E.rdn!a:e�d>el5�irt!me 9ele!>ednvisE stnElndE ID6,�eft :
WTFYarzed"9!!ei ti!III<rv.1li!de1CUdS!nid.f!ETrns O!sgE Esaaer1.e.,Sp?uelh, fEgEEcj, dESNI91IEf iePlpl!SFrkmmlytn;PEydQrfC!!sunllFpnudrreftEtrBlliryktdr 7nipuilk rE�!Lm fe7Welude ibo!ilr,EEln lflT. lEe des:rEnsErztrius,lad!y u:iuins; urddd7 Anthony T. Tornbo III, P.E.
6>i SE!EdISTfJSS{BrEeitElltuslSdFi}SrEFi:End(1INNOvEtE,d!OeEu'sadm:eW!}!e:ocdelEde:HU!s'me,outles2ddeltt,delKafdelE,rlu4irquievll!II.hzeQpndE(dETCbciurEun sEElder,ns,eniFEgkmd!m}4arn•,IsshNnEevdbru!gsi!Jkdar!srmsdafiEl 80083
Rs ra:ksdesinrs1(onlu7r.4IEE!eii4/AdderC'U!iel4Erfnitt%ffit�E�I!II!t1EEdllidllt!(IRip1YIS!E:I(�36EIEI�ELEIIri;AI1ESIerI%Wi)<IAII!1lIRM:!AEEitE1f1!I�E/II[L ICIkS6153!ff5ite�i'.C:16!IBLEA:tSCIIF{I.TS!CESI!iN,irnsCrgeSyxErcAlressRm:tulner,Eien 4451 St. Lucie Blvd.
E3erri!efA"Ei6ra(neplTl:Ee7Ep!Ei!mtiq lr EO rErErs dEdrlTl!tnnCeYp 6y EeuiseCTd!rE!!e>3Crtlpn.uinstSprtem(EEiEe!!Etss(ialda}NmP:airElrerus!r!as d>I4a(oOFI. Fort Pierce, FL 34946
topyright02016A4RoofTrusses-AnthanyLTomhoIII,P.f. Reproduoinnofthisdocument,inanyform,isprohibited»ithoutthewidenpermissionfromA-IRoolTresses-AnthonyT.lomboIII,P.f.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AM08754
65019
CA
Corner Jack
28
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. Thu Jun 09 15:29:44 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-4yeQ2?8mIwKEr_YgEhQwweuTnOjbZDuMZI zfgz8_2
-1-4-0 0-11-11
1-4-0 0-11-11
LOADING (psf)
SPACING-
2-0-0
CSL
DEFL.
in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
-0.00
6
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.03
Vert(TL)
-0.00
6
>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/TPI,
(Matrix-M)
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 0-11-11 oc
puriins.
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)
2 =
188/0-8-0 (min. 0-1-8)
4 =
-13/Mechanical
Max Horz
2 =
67(LC 8)
Max Uplift
2 =
-197(LC 8)
4 =
-13(LC 1)
Max Grav
2 =
188(LC 1)
4 =
27(LC 8)
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; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft;
Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces 8e MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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 (jt=lb) 2=197.
7) "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: 7 lb FT = 0%
ficriy-Ilnse lino;`.Arresie.6s';,180frTEI;55fE(SFE(NC}6ENfl1t1EIEISE(Okitl1198S(USW!4rEU(Ei'jA,�P1EiCfPfM1'Imn. Ye�B(tesip Euac+rtosaltEdmesnfiis(m:suaig7 �fioviy;<GO}¢a@eRrJhR(.TasaII;F.E lelan:e(htts5tart mt UAnsNk,vite sMdnlir IDD, a�
meats.*mry!md9ibeMin 00GDdhnli7ksrTrnsD:sireEraxtrie.SyUtlgEcgtu,.t�ssde�yTEDrryes«nmweymeNtttr;dnd;nleepeee;ieFrt;EvssildurbrRehsyaalCxsa7sTnssupkNarteT¢Dn7,sslnl7n.Ttrdesyo�:uayu;,IrcuynNnius,snhdJdy Anthony T. Tombo III, P.E.
aN eu e(Iffilrsss!xm4il(rtq is M1e nsposilildr elhe0ner,;Es Orsn's x6xn.deysnm M1e htlfiq gstinn,utM ntivteltlel[f.tlelC est flelem!Fr:Iny uGW171d. RegpnfdRelggmi rtT hellned0erms,csl.iugyxsd�ro}sh•ye,ushl4riw ¢dlre�p;ie>!leM1enspaubzlpr{ #80083
4
t
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e'u+r iseieFaN lro(etlrtA ryredynla emtiyhe0 yvfies lnalnl.11srrvn[estgs 6rbents MGiM1s dgliry fx4pa. er Ensstrs�9Eryieen Macy bildoy. 111 m>To7irfrtmsmndstb>I is IEN. Fort
Fort Pierce451 ,
Lucie Blvd.
ce, FL 34946
CopyrigMfl2g16A-llaofirusses-AmhontT.Tom6oAl,P.f. ReproEuRianatthisdowmeer,inony(usm,isp;ahibiledrithanr@enritlenpsrmis:ionhomd-1RaofLossas-AmFanyT.Tom6o01,P.E.
Job r
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
CJ 1 P
Corner Jack
4
1
A0808755
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. Thu Jun 09 15:29:45 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-YBCoFL9OWvwBs?ZkEyCfS8B3DAkwKOT2aDmWBHzB Z
-1-4-0 0-11-11
1-4-0 0-11-11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
0.00
6
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.03
Vert(TL)
-0.00
6
>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
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
purlins.
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)
4 =
-13/Mechanical
2 =
188/0-4-12 (min. 0-1-8)
Max Horz
2 =
60(LC 8)
Max Uplift
4 =
-13(LC 1)
2 =
-185(LC 8)
Max Grav
4 =
38(LC 8)
2 =
188(LC 1)
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; 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=1.60 plate grip
DOL=1.60
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) 2=185.
7) "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: 7 lb FT = 0%
0renp• (hese d±¢teeMy eeri±wtir'Qd mR(189SfB('i(t(B'j:6Eg7S(1HNS E (Frt Ye:Itt Etsipe (trecxlnFml ttulm!et tF rvs in±F:t.igTgoviapPU!'jaAtlz lnfiq i.TOO, .11
WTet±FerxNr p'¢es ShAkndI. WrIlhi-K Asinss U±sipnpa!rp.e,Spxieln E±(nte!;15esnlat±jTfiDlgrstels eeAnthony T. Tombo lII, P.E.
ed to d9(slre;,'e; Fn kilt¢pntlt t±tpriFild(dU±Ond,rt±dMner'svF'a•ntav}a¢a8!la lirtp 6Fnpg,p!feuFiai tl lStlK.rit(A(nl BF ltoilaa8!gult uil?I1. N9p aldtle IDD W irq fidl,oi lne0'rete, nshlltlrt u0-9 No Aenertspmildlyd » 80083
¢,eaaaa±y±r¢1(taU.Ql¢d sleAleRtlWnititpxlmsm0pnlelwrttheldltut(tRpM fdilpPomenet{ILlipolisttdNlN�fiIXApt¢ded:M(rt1eFt¢il}lnscRiaastsQnrtFareuanaaan:amrrar,Fsutuon,(rnF:tspSpmn¢4l s!.ainaereoes 4451it. WeieBlvd.
P.�?!YlL•!`1Rta E(eCnhdnaiFed sp»nYnYxp AflO pFrliet&¢il±d.li!IRIS NFIpEI,�tFN Ii A�CT'�±damptrap!cu in;, Spun(±pu—fty hu,". All Fort Pierce, FL 34946
Ulsyriyh7,D2616MRoof Tmsses- Anthony LTombo111,P.E. Reproduttion of this datemeni, in any form, is prohibited without the w4flen permission Imm A-1 Roof busses - Anthony L hurbor [if, P.L
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
CJ3
Corner Jack
23
1
A0$08756
Job Reference footional
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. Thu Jun 09 15:29:46 2016 Page
ID:W?quLcl?Re?LfzLe98RjH4yHM91-OLmAShAOHD21U98wofku?LjEza3y3TjBptW4kjz8 Z
-1-4-0 2-11-11
1-4-0 2-11-11
io
LX4 =
2-11-11
2-11-11
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20:0
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
0.01
4-8
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0..11
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: 13 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 2-11-11 oc
puriins.
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 =
71/Mechanical
2 =
254/0-8-0 (min. 0-1-8)
4 =
31/Mechanical
Max Horz
2 =
127(LC 8)
Max Uplift
3 =
-86(LC 12)
2 =
—222(LC 8)
4 =
-7(LC 12)
Max Grav
3 =
74(LC 22)
2 =
254(LC 1)
4 =
46(LC 3)
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; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Part. Encl., GCpi=0.55; 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=1.60 plate grip
DOL=1.60
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) 3, 4 except Qt=lb) 2=222.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
3'eaiel-Fleetlkra¢lOTetin t!'d-IrJ[FId45SSj SEltrf'j Hpi1Sl IDAEcedAt ilehl.h SvIle P.LIllnee;eS6?ttt�.�',cema 9dlr G:xvise sfdHn lh NQ,utlr
naletattean r!ces xpFn henel lntl¢iCOghldlA lsEiressPesge[era?F,Fe.51?:ILIIJ FFriNt}CitSellee lFYtpGtllr!!Fill®¢t11jlH�EtfnerRftlStitil N�Ite11F;RSFte!IFIIArFBfRed!!:geldlkSfG�!:T;F::[eplmdel ae To-oe>Ir.➢➢dutna.tf;azsgoau➢lnel;,IF�;�gFmnuFs,,unFlry Anthony T. Tombo III, P.E.
d➢edtlislmih!mkp6Fr is fleietelFiitpprdt➢One, kaOnn's atSxL•bepa¢IwtlelsBdrtgUes'ryse,hdaavtetltflle liF,tlelFi sllBlbm!la:1tag nk r�l%I. i4syNttddpel00devsddl ese ei Be Gats,it4tu;F¢d4e}s3e:h:rtOdirt adhrtrirga7le5ensrsysA:lrcd 180083
Zt
11 esttsW.Atte[to"ne pmrisvatIfWts ON1.11rne F➢zls_>f SINTldaesfit. spyi4lisFi7ST Inar SMAoetehrseed la lee➢I vww. IN I&ftst-gsowNtits ad Mir¢ite WsMsieseyTtos Dnpbpi➢texi!➢de6¢tdhyar➢9elgW rye 4nlpel bA Jun. hailed. T1➢Tesslisp bdbie lS Ki:h! *q rndpes.orNis SFstea Fghee dmy bilbi. No?msed!ems e!➢i dd"aed hIFF[. 4451 St. Little Blvd.
Fort Pierce, FL 34946
Copyright 0lgl6d-Itoolimsses- Anthony T.TnmboIII, P.E. Reprodumanotthis datemenUinDay form, isprohibited xithoetlhenripenpermission from dlRoof Tmssds— Anthony T.ThmboIll;P.E.
Job ,,.
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
CAB
Corner Jack
1
1
A0808757
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. Thu Jun 09 15:29:46 2016 Page
ID:W?quLe?Re?LfzLe98RjH4yHM91-OLmAShAOHD21 U98wofku?LjGga303TjBp1W4kjz8_Z
2-3-11
2-3-11
2x4 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.11
Vert(LL)
-0.00
6
>999
360
MT20 2441190
TCDL' 15.0
Lumber DOL
1.25
BC 0.08
Vert(TL)
-0.00
3-6
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 7 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-3-11 oc
purlins.
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 =
103/Mechanical
2 =
70/Mechanical
3 =
30/Mechanical
Max Horz
2 =
47(LC 8)
Max Uplift
1 =
-56(LC 8)
2 =
-39(LC 8)
Max Grav
1 =
103(LC 1)
2 =
70(LC 1)
3 =
43(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; 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=1.60 plate grip
DOL=1.60
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) 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, 2.
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
tt»t iSactaunT$yterily 14e*P 100110fitil"510Rs,GE=F10!4f6(6TP;G6F5 EtiT'Jfh"ttllH'}ar596tEG2 1'hrts, T:;dy lt!iTap.va lrs eedIV; r.FJgvs*5:,1b!vmA'Miss Viaatst slr@ita N PAt*
wrtm yksebegEees!arn >amt!!ma.a:ers,a:ri�E m(ce.ftur'a r3ne:eMee�yl6rar �r�my n�mep�=i e3 ata: nrttz�s�,M saetruapera�.cares,naves{.rxaeMyer.�a{m Ee m ins, vary Anthony T. Tombo 111, P.E.
set rrdttEsl!esslnay ts'.ahl4: mstxsi.`:thetdegrerv.tisgYe!fsrd5er.;elegedniEt GeSeg3esige!,ba3;eceMMtiep4tn sE(aa Ge teWEmifrl:oa:adtr4L 1'seam+ilrK!fC6eMatfrANs!rt(uLns,(nlsrykils"nysMsgra>xkfm edsbdl ietnsespssdifi{M #80083
fxteilaat CvnperesattanMtt lged!s sdxb0iaf✓'esiCutmthes rd�ieNin;dCel7.mr,(asnMfde!!Eiaazsoksr{p8;ss117'M eaa Stti m:eh!xedtxtlrs!Mtdauae. tAd d�`ars ra slussu�L,escl t9icssi�sE st.:sigmr,irrs[ip'sga:!r marrxr kaae.^xec!a,se - 4451 St- Lucie Blvd.
eliurs•_adaxlKe(edrxl errrea q:xia.r^utlTa?tarss s+nhet. Tlsir+tsD!sigs EsTisee islJT liet#.�tg!sibt!!,xisMsinkn tgetf+elaxs4a16+T. ;d >t1tnmaeeste[ie!t ie [f4t. Fort Pietee, Ft 34946
(opyrighl 01616 Ad Root Losses-AnlhonyT.lomho 111, F.E. Repredusfion of ft demmam, Ee nnylo m, if probibifed rribbootsheWritten permission ham A -I Roollmsses-An{hony L hmho 111, R.t,
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AU808758
65019
CJ3P
Corner Jack
4
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. Thu Jun 09 15:29:47 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-UXKYg 1 Bf2XAu5Jj7LNF7XZGPj_OcowzL2XFdG9z8_:
1-4-0 t 2-11-11
r 1-4-0 2-11-11
V
o s7
0
axv =
2-10-1
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
1/deft
L/d
PLATES GRIP
TCLL 20.0-
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
0.01
4-8
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.15
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 FBC2014fTP12007
(Matrix-M)
Weight: 13 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 2-11-11 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 guide.
REACTIONS. (lb/size)
3 =
71/Mechanical
4 =
31/Mechanical
2 = 254/0-4-12 (min. 0-1-8)
Max Horz
2 =
101(LC 8)
Max Uplift
3 =
-62(LC 8)
4 =
-41(LC 9)
2 =
-253(LC 8)
Max Grav
3 =
71(LC 1)
4 =
46(LC 3)
2 =
254(LC 1)
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; 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 23 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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) 3, 4 except Qt=lb) 2=253.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
BamiFy-fkna DFFuitdyuHswfit'S-I lOCF1d4SSiS('SEt[G}6EpflllIN1SE(Dk?i11C:iSO15fD!1E'17tiYj6:tlIQSE€fViMl'hrse YerB(desiS iFFaaFlFssmdrsolm"!sus§isTra:s CFs�rFrviei PCtiol rteAFl¢wryf.Tnalell;PitFlnn;F<.6eet k!atas±_Ihln:erfernise shndnlM t0D,m1r
WTek:Ferxnnp'Ces tE9l Sevstl lmDFlGDglF nlll.ise Tress Dtsl(t[goen;IR,5'Klenf rmintrrTDDFeinws ine/ltriDFeflDJfine151te1I vrommq resiufDDrryWNiopsdit t.0aTvssd"dmDeTOD.*,BCit,T91It. duptSF.11mF, IFtiltjadffita,; S%idtr Anthony T. Tombo III, P. E.
ae9eseditislrtnsfi:mkiltut is Dr rsrusitilDrdslv0n", Da DxmseaferUFA atseer8elaD&Ei Oulpu,pme uEwsel DelDL�e D(ulDFlem tu9acy ufe adlltl.@tgaerdADe TDDni urtitUest eltie imss, aKlnvgtmal'a}t4rns, trshDeDU E[AietuFg slog DeDertgxmddtj F{ :800B3
' Der N. ,mrprv!(WW.. S 10.srlulI'D#IDDul nEcramesm!(rieernese(Metrittut(rrTue,I Wr In WSill mtelnn:NMgF:Fnl�ifute. IPId Fe5ms.6erFslean"�iHn ttA iAesotBalnss Dlsittn, TFmsOFsg+6TiEexr cmTrEss l:mFfnkmeF�Yn 4451 St. Lucie Blvd.
eSFr.iuiFDeFdlyofuCFFsorul�u isniDq iTeO rFrties lmaiFEl llETnss[>esip 6;"eern0C15tt>.T9�DetigtemTn;t5Ts8aEtrueeFd,.arieif!®g. lD oDna:inite;ns nen r:Im:iuttff. Fort Pierce, FL 34946
Copyright 02016AdioolTrnsses-Anthony 1.TomboIII, P.E. Reproduttictr of this docomert, in any form, is probibilet! withoatthe written permission from A-] Roof Trusses -Arthny T. Tombo, III, P.E.
Job
Truss
Truss Type
city
Ply
Std Pac/6511 EL D
65019
CJ5
Corner Jack
17
1
A0808759
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. Thu Jun 09 15:29:48 2016 Page
ID:W?quLcl?Re?LfzLe98RjH4yHM91-yjb(tMBHpglljTIJv4mM4moXkOjOXNDUGB?BobzB Z
4-11-11
LX4 =
4-11-11
4-11-11
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
Vert(LL) 0.03
4-8
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.24
Vert(TL) -0.05
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: 19 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 oc
purlins.
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 uide.
REACTIONS. (lb/size)
3 =
127/Mechanical
2 =
360/0-8-0 (min. 0-1-8)
4 =
49/Mechanical
Max Horz
2 =
142(LC 8)
Max Uplift
3 =
-102(LC 12)
2 =
-222(LC 8)
Max Grav
3 =
127(LC 1)
2 =
360(LC 1)
4 =
77(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; 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=1.60 plate grip
DOL=1.60
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=lb) 3=102, 2=222.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
6eaiq-chest duee6:,lfit'll.6e'AIB1Cr1iGSSES(SEIIEE'i; fEtlHl(1EWSEihimstil istsundu lh lUUaelr WTekona,m,l.ns Sig] It a4atlsrdeTG11101 ltgl. hI a lLKS PEsip(t uuzr�l.e, Speritly(EfiFttir l'Y. SNIntEY TOh(fr(ESEM®mlrlDrtdrd pah4411tii,.p.AEsIK1di11Jfor she dtlpddA SAIIeT(K4 de71ad to dr leo ally,�dOM I.Tfed!SEpsg3(dItEiltt6n(ltdnios,.1,.Nliiq Anthony T. Tornbo III, P.E.
aobieddul.s 1. TWIi.l is dE rtyunlddy lICu Own, dednuia�Atshdalsetade raniiq Wiper,Who .9t4fldr llCdelK Will lut!tElBrquff WIN. lODnt ur lietlKE dtSe?rats, ial�dirgtmdlsd Sine, hshllelln Erdl'tury Sill led'naltKully,f 180083
d: taLdsd ezrer aed(ati!eJar. 11tuEs W.Ahde lerind de rlanal®dpidelurs elik lnffif limismA Sd94t'd 1(uan �gplbgedl 41H at StGne(elttd dhrguEull:�E/te. lrlde5�situsltm3liiaK WdA:nddslrns Cesian,imseeS.gaS}iaru ablreis!aaahnnty[tieK 4451 i Lucie Blvd.
whiswiitOtto hr."Wel eiolob?tIt nh.lI!ITT putts Wild.Tl:lnn(mslpuluetr:sliCiSaGJti4C>esilCen?n;s SyS(ea Egheu dmriiPod). Illupde!ited!E:us lundAaEImRFI. Fort Pierce, FL 34946
(opyrijbiO2D16A-IRoof Trusses -Anthrly1.Tombs III, P,E. Repradufrionofthisdoamert,inanyform,ispiehibiledwilhoutfhenTitlenpermissionfromA-IknfTiosses-Anlhony.T.Tmnholll,P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AM08760
65019
CJSB
Corner Jack
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. Thu Jun 09 15:29:48 2016 Page
ID: W?quLcr?Re?LfzLe98RjH4yHM91-yjixtMBHpq IIjTIJv4mM4moYUOhTXNDUGB?BobzB_Z
4-3-11
3x6 11
3x4 =
4-3-11
4-3-11
Plate Offsets (X,Y)—
[1:0-0-0,0-1-3],[1:0-1-7,0-7-4]
LOADING(psf)
SPACING- 2-0-0
CS].
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL)
0.04
3-6
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.36
Vert(TL)
-0.05
3-6
>996
240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 15 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-3-11 oc
puriins.
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)
2 =
126/Mechanical
3 =
66/Mechanical
1 =
191/1VIechanical
Max Horz
2 =
88(LC 8)
Max Uplift
2 =
-65(LC 8)
3 =
-10(LC 8)
1 =
-104(LC 8)
Max Grav
2 =
126(LC 1)
3 =
81(LC 3)
1 =
191(LC 1)
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; 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=1.60 plate grip
DOL=1.60
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) 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) 2, 3 except Qt=lb) 1=104.
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
Zt17404. r111oR .#?,4das!V1 Nof 4i a: ndfolwito still loss t:sip ae pins, lr.W50-Mist sladch70801
WTetrsreeutttklsts6eliHneaTeriiaSCIH!seW.keirnssdesi¢6ghsa(n,Steo7yEcrzs{,tietnlnnerTCGtegefisasmwL+sredtEtyrdtssi!ndecgamerseyees§'drfa ksipd3ss{4arsssd!pioedratl.TJ6nh,nN.rRFLF�sllst€!nsEspS:us,tea�.eimsd:nnt,sca fm- Anthony T.TonsboIII, P.E..
nlTi!fIHIST�Ue{A6{I3'dLtU2!espe;ihdd:6a!�,i!O.edsttisr'dgldul4 rr.:Lq Jaw;nD!;ezetdge 0(Ua IEt!ail:c lsM5i;3y:a±wl RFLT^rt§tpswdddtlE6md ny F.<HKrd1U1!ns,blq SixjsH,yt,Y,ar1C'rts ndkuskRknrnstrnd!t_=7d 4. 80083
r3!rusrsrnv �.d n.w ssdvd� r�adrtetc!esmpnms?drt t. ni �mtna�o t ssd mmsu+u:!d,!!uasxj—din.i—R1d eri3:evm a_scmas nd±�tr,e:3�,Tr!»p.rorN ds!ara�!carr.�tscr 44515t.WcieBlvd.
d:nei:eddasiere6grxl!gnfrt><I!rr•�g kr�irli!s aeheR'NS!us 6nip 6ginress r6Td:Cullmi6:di.eyx`nisSTshaFgiur. el ss+}ysdti. E milli+pnitnmol"14nd'n TIR Fort Pierce, FL 34946
copy!ight1'2g16kltodlsusses -Anthony LlonboIII, P.t, Bepredudionolthis demmentinanyfetmAspmbibledxitboufihexrinenpermissionban, A-{foaifmsses-Anthony 1.fombe111,P.c.
Job 1-1
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808761
65019
D01
Half Hip
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.wm Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:49 2016
I D: W?qu LcrdRe?LfzLe98RjH4yHM91-QwRJ5iCva8QcLctVToHbd_LdYoz3GkFdVrkkL
, -1-4-0 , 7-1-14 13-11-8 20-8-0 21-3-10
4.00 12
5x6 =
4x6 =
4x4 = Dead Load Defl. = 118 it
3x4 = 1.5x4 II 3x4 = 3x8 = 5x8 =
7-1-14
7-1-14
13-11-8
LOADING(psf)
-SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
0.11
9-11
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.59
Vert(TL)
-0.21
9-11
>999
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.40
Horz(TL)
0.05
8
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
B1: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W5: 2x8 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-11-15 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 4-5-4 oc bracing.
WEBS
1 Row at midpt 3-9, 6-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 =
960/0-7-4 (min, 0-1-8)
2 =
1035/0-8-0 (min. 0-1-8)
Max Horz
2 =
330(LC 8)
Max Uplift
8
-467(LC 8)
2 =
-517(LC 8)
Max Grav
8 =
960(LC 1)
2 =
1035(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1975/1515, 3-4=-1015/740,
4-5=-935/759, 5-6=-881/803,
8-13=-838/823, 6-13=-838/823
BOT CHORD
2-11 =-1 764/1813, 10-11=-1764/1813,
9-10=-176411813
WEBS
3-11=0/270, 3-9=-981/1007, 5-9=-163/319,
6-9=-968/1046
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) Plate(s) at joint(s) 4, 5, 8, 2, 3, 11, 9, 6, 1 and 13
checked for a plus or minus 0 degree rotation about its
center.
4) Plate(s) at joint(s) 10 checked for a plus or minus 5
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 (jt=1b) 8=467, 2=517.
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: 110 Ib FT = O%
Wo7v!r•rlase rtssep!dysederfie'AI PJDEItIiSSEr{'Sf[LEE'j;fEX7RtlErllSE(7R?d11D91NSifINrrCPi1R 67fgpS3flsLli'hra rritrlesige paoottess�adr!olmees et Gisim:sYsgs CnwiasilDbi¢l8e ddksor i.lesMlq;p.El!Iem;ek!:ilefr.!at Odessaek![vise shteesetfe lUgal{
GTei[seresrn pCes siili 5eos!Itrrss lCDgla nDl.Eselnss Dxipe Eaaren(in,sp_,ieln fgrteel, the sell n yTDD cq,!ssenmmeparexiCeprhssienlnpercngrspunt'laffirae i!s!gaAnthony T. Tornbo IlI, P.E.
eal.trd5is irets hrmreildiirls@srqushildrotpe Dyae, Ns DMaeis oalia!iaedo(aCaderaVertp Oesyex,o4uElsVei Ne lt(.rieni6elus!laitngokerdlCl. teegpn,e�ifke lOD ndrgheUese el he lrrs,aidngtmd!m}hrn!: usMEenreedkroy skDle Sere;poueJdpif 480083
' Dzrn�d9t DP!!E3!16d(aeh[!1a1.LTe[fei 19 on W9f EDnM. Paver ad rnlelhndtie Wine rexp-A50-11M.WsietiN jr(4Spssllf!ad" InaaimiM.W.M:ed Fer; illpfilllm.lri-1 Mips iEe!Kpt9S1'R. BfiniddAtioi Pd TRSS DlSInff,T,eSi Dfi�ga s;iazu aAlrt;s E!arfeD:rn iins 44515t. Lucie Blvd.
odt!rnisedehiedh aGaharigesdge,holi.1 ly ell peaties imilsel. Ihlrass [nvm67iarerts XCi adDdDsp['esipe:,uTmsSystem.'opiseerdmq lalNup, dll seaiaTaedtems trees d!la=.l'u R41. Fort Pierce, FL 34946
(opyrighl102016A•IPool husses-Anthony I.Tomholll,1`1 Reproduction of this doamen, in any farm, is prohibited wilhoutibe written permission from A-1 Roof Tiosses-Andony I Tomho 111, 1`1
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0$08762
65019
D02
Half Hip
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, designQal truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:49 2016 Page
I D:W?quLcr?Re?LfzLe98RIH4yHM91-QwRJ5iCvaSQcLctVToHbd_LatoyjGibdVrkkL2z8_ZI
6-1-2 11-11-8 20-8-0 2a-3-10
1 4 0 6-1-2 5-10-6 8-8-8 -7-1
4x6 =
4x6 =
Dead Load Dell. = 1/8 it
3x6 =
3x4 = 1.5x4 II 5x8 = 5x8 =
-11-8
20-8-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.95
Vert(LL)
0.13
8-9
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.68
Vert(TL)
-0.28
7-8
>874
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.57
Horz(TL)
0.05
7
n/a
n/a
BCDL 10.0
Code FBC20141rP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W5: 2x8 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-8-2 or
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 4-4-2 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. (lb/size)
7 =
961/0-7-4 (min. 0-1-8)
2 =
1033/0-8-0 (min. 0-1-8)
Max Horz
2 =
289(LC 8)
Max Uplift
7 =
-459(LC 8)
2 =
-525(LC 8)
Max Grav
7 =
961(LC 1)
2 =
1033(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2032/1601,3-4=-1302/1015,
4-5=-1175/1048, 7-11=-812/815,
5-11=-812/815
BOT CHORD
2-9=-1793/1873, 8-9=-1793/1873
WEBS
3-8=-744/786, 4-8=-125/300,
5-8=-1108/1205
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
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 at --lb) 7=459, 2=525.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss. -
LOAD CASE(S)
Standard
1E
Is?
0
PLATES GRIP
MT20 244/190
Weight: 108 lb FT = 0%
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Coppight 0 2R16 A.1 teal Trusses - Anthony T. Tombs III, P.E. Reprodudion of this dowera, in say form, is ptobibiled without the written punilision from A -I Root Trusses-Ambony L Tombs III M.
Job .
Truss
Truss Type
Oty
Ply
Std Pac/6511 EL D
A0808763
65019
D03
Common
4
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. Thu Jun 09 15:29:50 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-u6?hl2DXLSYTymShlVog9BupNSC6?DBnkUUHtUZ8 Z
-14-0 6-0-4 10-M 15-3-12 21-3-10
-4- 10 6-04 4-7-12 4-7-12 5-11-14
1.5:
0
4x4 =
Dead Load Defl. = 5/16 it
3x4 = 5x8 = 4x4 =
10-8-0
LOADING(psf)
SP-ACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.64
Vert(LL)
-0.16
7-11
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.99
Vert(TL)
-0.49
7-11
>523
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.29
Horz(TL)
0.07
6
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 -
TOP CHORD
Structural wood sheathing directly applied or 3-10-6 oc
purlins.
BOT CHORD
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)
6 =
956/0-7-4 (min. 0-1-8)
2 =
1055/0-8-0 (min. 0-1-8)
Max Horz
2 =
103(LC 12)
Max Uplift
6 =
-402(LC 9)
2 =
-514(LC 8)
Max Grav
6 =
956(LC 1)
2 =
1055(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2022/1887, 3-4=-1511/1349,
4-5=-1511/1350, 5-6=2029/1893
BOT CHORD
2-7=-1673/1866, 6-7=-1680/1875
WEBS
4-7=-445/602, 5-7=-557/734,
3-7=-548/727
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. Il; 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=1.60 plate grip
DOL=1.60
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 at --lb) 6=402, 2=514.
7) "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: 89 lb FT = 0%
1�
0
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AM08764
65019
D04
Common
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. Thu Jun 09 15:29:51 2016 Page
, ID:W?quLcr?Re?LfzLe98RjH4yHM91-NIZ3WOE96lgKawluaDJ3iPQ?ebeKkhEwz8DrpwZ8 Z
-1-4-0 , 5-10-12 10-8-0 15-5-4 21-3-10
1-4 0 5-10-12 4-9-4 4-94 5-10-6
17
N 1.51
1
0
2x4 Xi
3x4
3x4 = 3x4 II
Dead Load Deft. = 1/4 it
3x4 = 3x4 = 3x8 MT20HS= 3x4 = 4x4 =
6-10-13
14-5-3
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.61
Vert(LL)
0.16 10-12
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.61
Vert(TL)
-0.34 10-12
>743
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.24
Horz(TL)
0.06 9
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 *Except*
B1: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-8 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-7-15 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
9 =
956/0-7-4 (min. 0-1-8)
2 =
1055/0-8-0 (min. 0-1-8)
Max Horz
2 =
98(LC 12)
Max Uplift
9 =
-408(LC 9)
2 =
-521(LC 8)
Max Grav
9 =
956(LC 1)
2 =
1055(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2086/1790,3-4=-1923/1723,
7-8=-1930/1735, 8-9=-2094/1801,
4-5=-1780/1690, 5-6=-1343/1344,
6-7=-1787/1700
BOT CHORD
2-12=-1579/1922,11-12=-1021/1343,
10-11=-1021/1343,9-10=-1591/1931
WEBS
6-10=-482/625, 8-10=-315/447,
5-12=-467/616, 3-12=-312/444
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip.
DOL=1.60
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 3-6-0 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 100 lb uplift at
joint(s) except at --lb) 9=408, 2=521.
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
6-1
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 89 lb FT = 0%
- inirr-11(e<6(Ititstdrrzeiersi('b1306rItGSSES{"SEr(F?"}6Ftl7lrl(IrISEWASH-ise smIduIts TNrelf
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(opyrighl02g16A•1toof%sses-Anthony T.TemboIll, P.E. Reprodurrianofibisdotoment,inonyform,isprehibifedwithoutThewrittenpermissionfromA-1RoofTrusts-AndonyT.bmhalll,P.f. I
Job �.
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
D05
Hip
1
1
A0808765
Job Reference (optional)
Al RULW I KUSSLS, 1-OK I NILKGL, I•L 34946, deslgn(o7altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:61 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91 -N IZ3WOE96lgKawl uaDJ3iPQy_beVkjDwz8DrPwz8_Z
7-10-8 13-5-8 20-8-0
7-10-8 5-7-0 7-2-8
4x8 =
ATrro7111
4x6 =
Dead Load Defl. = 3116 i1
4x4 = 1.5x4 II 3x4 = 3x4 = 4x4 =
3x8 !I
7-10-8
13-5-8
20-8-0
7-10-8
5-7-0
7-2-8
Plate Offsets (X,Y)—
[2:0-2-10,Edge], [3:0-5-4,0-2-01, [4:0-3-4,0-2-01, [5:0-0-0,0-1-111, [5:0-2-15,Edge]
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 0.78
Vert(LL) 0.14
6-15
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.60
Vert(TL) -0.26
8-12
>957
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.11
Horz(TL) 0.05
5
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 83 lb FT = 0%
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
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-11-15 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-7-7 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 =
1050/0-8-0 (min. 0-1-8)
5 =
903/Mechanical
Max Horz
2 =
93(LC 8)
Max Uplift
2 =
-536(LC 8)
5 =
-399(LC 9)
Max Grav
2 =
1050(LC 1)
5 =
903(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1820/1467, 3-4=-1650/1503,
4-5=-1801/1491
BOT CHORD
2-8=-1249/1646,7-8=-1246/1653,
6-7=-1246/1653, 5-6=-1266/1642
WEBS
3-8=0/251
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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) 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 et=lb) 2=536, 5=399.
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
5'nua(•Ptm: vsenpxy te+ie+riht'L!Ptu€11USSESj'SEt SEefiltlFF,YSRECNC;fi9kS:CSiCEI'V111,00"Evy'- -lu..1xC}(e!i}opm tnerdtad erhi"oil +ts Pstp [:r*hp CD}crd'»}e oyT,DmSt td;I?.d!E9:1gS};d Sd6tt+S0. ldfisrs!Rite!ifiiaNaT00.aniy
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slb.!asf ddazd 6rsGttrrJ sdrnr ry¢ab.f ylydipaG!sh+eked. Is Ims Nip ErsnrisQl. N Ntfq b t'v:r.:`ms Srftfm bitm llfr, cq i7tgitS=rtdfnttsnendaised isTFid.
Fort Pierce, FL 34946
-UpytighV2016A-IRod Times-AnhonyT.Tomboldl,P.I. Reprodudionof this dotnment,inaeytonnhprobibitedwitboofthe writtenpermiWoehomAlRoof Ttnsses-Anthony Lromho111,IRA,
Job
Truss
Truss Type
City
Ply
Std Pac/6511 EL D
A01308766
65019
D06G
Hip Girder
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
2-8-2 4-6-0
6-2-0
4-6-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.93
Vert(LL)
0.31
9
>791
360
TCDL 15.0
Lumber DOL
1.25
BC 0.75
Vert(TL)
-0.55
7-9
>450
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.46
Horz(TL)
0.12
6
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T3: 2x4 SP M 30
BOT CHORD 2x4 SP M 30'Except'
B2:2x4SPM31
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-7-8 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-5-9 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 =
1565/Mechanical
2 =
1674/0-;M (min. 0-2-0)
Max Horz
2 =
83(LC 23)
Max Uplift
6 =
-789(LC 5)
2 =
-904(LC 4)
Max Grav
6 =
1565(LC 1)
2 =
1674(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3877/1945, 3-18=-4469/2300,
18-19=-4469/2300, 19-20=-4469/2300,
4-20=-4469/2300, 4-21=-4469/2300,
21-22=-4469/2300, 5-22=-4469/2300,
5-6=-3708/1878
BOT CHORD
2-1 0=- 1800/3611, 10-23=-1805/3637,
23-24=-1805/3637, 24-25=-1805/3637,
9-25=-1805/3637, 8-9=-1704/3458,
8-26=1704/3458, 7-26=-1704/3458,
6-7=-1701/3437
WEBS
'_ in— _7at.saa c o— A07/CIOa
WEBS
3-10=-73/465,3-9=-497/996,
4-9=-632/494, 5-9=-589/1196,
5-7=-45/393
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60
plate grip DOL=1.60
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 3-6-0 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 (jt=lb) 6=789, 2=904.
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)105
lb down and 132 lb up at 6-2-0, 105 lb down and 139
lb up at 7-0-12, 105 lb down and 139 lb up at 9-0-12,
105 lb down and 139 lb up at 10-3-4, 105 lb down and
139 lb up at 12-3-4, and 105 lb down and 139 lb up at
14-3-4, and 105 lb down and 132 lb up at 15-2-0 on
top chord, and 272 lb down and 172 lb up at 6-2-0, 55
lb down at 7-0-12, 55 lb down at 9-0-12, 55 lb down
at 10-3-4, 55 lb down at 12-3-4, and 55 lb down at
14-3-4, and 272 lb down and 172 lb up at 15-2-0 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
Inc. Thu Jun 09 15:29:52 2016 Page
5-6-0
Dead Load DeB. = 3/8 it
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 89 lb FT = 0%
12) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
I
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, 12-15=-20
Concentrated Loads (lb)
Vert: 3=-53(B) 5=-53(B) 8=-38(B) 10=-272(B)
7=-272(B)'18=-88(B)19=-88(B) 20=88(B)
21=-88(B)'22=-88(B)23=-38(B) 24=-38(B)
25=-38(B)!,26=-38(B)
I
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Copytightr,2016A•1Roof Times -Aothonyl'TemboIII, P.E. Reproduction olthisdornmenttiannylotm,isprohNedaAbotihewrittenpermission homAd Roof rmsses-AnthoeyLlamhoIII, P.E.
Job e,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
DO7
Roof Special
5
1
AO8O8767
Job Reference (optional)
Al KUvr i KUasts, t-UK ( V1t:KL t, ru s4a41o, aesign(a—mitruss.com Hun: f.b4U s Uct f ZU15 NnnC /.b4U s Uct t 2U15 MI Iek Industries, Inc. Thu Jun 09 15:29:53 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-Jhhgw4FPeNw2pEAGidMXngWJFPNfCUYDQSiyUpz8 Z
-1-4-0 7-3-13 13-4-0 1 -11-10
1-4-0 7-3-13 6-0-3 -7-1
94x6 =
1.5)
3x4 =
1.Sx4 11 5x10 =
7-3-13 13-4-0 1 -11-10
7-3-13 6-0-3 7-1
Plate Offsets (X,Y)— 16:0-2-12,0-3-01
m
I�
a
Dead Load Defl. =1/8 it
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 0.73
Vert(LL)
0..07
7-12
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.42
Vert(TL)
-0.15
7-12
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.70
Horz(TL)
0.02
6
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 68 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W4: 2x8 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-9 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-10-9 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 =
716/0-8-0 (min. 0-1-8)
6 =
580/0-7-4 (min. 0-1-8)
Max Horz
2 =
314(LC 8)
Max Uplift
2 =
-357(LC 8)
6 =
-300(LC 12)
Max Grav
2 =
716(LC 1)
6 =
580(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
whdn shown.
TOP CHORD
2-3=-962/655, 6-9=-165/255,
4-9=-165/255
BOT CHORD
2-7=-942/873, 6-7=-942/873
WEBS
3-7=0/264, 3-6=-919/999
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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 & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 2=357, 6=300.
6) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
warahl - foam, llaglyEe[IevlWk-1 toe; RMISfs(a(t'}strut t(wsa(otrtnass 111STOVIVE'n aMOVEW+trrfm Ir.(yMitt )m romosi dmtts atW:t[a3e OV areal,) pr(+I[dfie f her, I.W.ij: et ldar,a skrd �qs,ea,[.
WTeh rsaaMrrpaces s4sltkrs[f1ar delC-0Alardil ls[Les aasge Eepxx{Le.,Spvklg &toast fs serlue[etoo:e)[[snn[nmeywa:eat�e)rv4[mni e[g mil rntusis�uy(nr[a[swarssio�:In:s re nd[rmTooadr.[afntna. trefesga[ss[�na[s, iaeeiatua(nn[s; s[irtsmry Anthony T. Tombo llI, P.E.
B�RI a{+,a'n IR1[Iat [eJl[IlliEt (i H[IFS)[[idilt{dYu Una[, Ik±O�Ed't adLNti ulsd artl[Fadua)Uripa,hoofrsidfae lfLlfelt(n(tleI[Ntaltuy teh[rL1Pll. iteq)rerda(Q[100 �i usti[Idan atrial[ns,in7.l:yt�da}s'xne,uMOdia¢a[d![enay sell le�[[[s{au[t'','1(af 180083
UeGll Uas: [ed (aa7edu. d[a[; sd eAb@a 1CU[al lie ira7ttesmf tailetieesdr[e rntlu[[[at✓af5[hJt ldauetue{t(9)tailiskl s(IH aef S(inei[Mersdlsiteaeult.iinte. ❑11 ua[as tei[st[eu3i itlet ulfA�esdit lms Uesluu,I[ass Ue>:p6paee[�I[ess 4aatasMrt,[ae[s 4451 St. Lucie Blvd.
o"Wn.+i[ek5[tdMo(eem[(g[e7 a7a[i[Mrid[tla[0)[rG[t imd[zl ree t[ast[xtifa 6,Torots 6C16.�Wdffiy[ntiF.ur.ninx Sps(e�Eoiu[arda>tlalfa7. All OPWIdwnsrt: or Mad itIM. Fort Pierce, FL 34946
(opyrigh101g16AdRoolTrosses-Anthony I.Tombolll,1`1 Reptodudianofthisdo[ament,inanyform,isptobibitedwithootlhewrittenpermissionfromAdRoofT[vises-AnthonyT.Tomhol(I,1`1
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO'808768
65019
D07A
Roof Special
2
1
Job Reference (optional)
Al rcuur r rcuaarw, rum i PIERCE, rL 34946, oesign@aiiruss.com Run: e.640 s Oci 7 20i5 Print: 7.640 s uct 7 zuib mi I eK industries, Inc. I nu .lun ua ib:z9:b4 zu16 rage
I D: W?quLcr?Re?LfzLe98RjH4yHM91-ntFCBQG2Og2vROITGLtmKl2WypglxsENf6SVOFzB_Z
1 4-0 2-10-7 6-0-0 9-0-0 13-4-0 i 1 -11-10
1-4-0 2-10-7 3-1-9 3-0-0 4 4-0 i -7-1
I
!6 Dead Load Dell. = 3116 it
4.00 12 1.5x4 II
5
4x4
4 W5
3x4 \\
3 75 4x6 =
11 10 10
1.5x4 11 2 8 = 6x8
m
a 1 ' Io
13 12 9 8 7
3x4 = 3x4 = 1.5x4 11 1.5x4 11 5 I10 —
2-10-7 , 4-11-4 6-0-0 , 9-0-0 13.4-0 13-11-10
Plate Offsets (X,Y)— [3:0-2-0,0-1-01, [8:0-2-12,0-3-0], [10:0-2-8,Edge] [11:0-5-8 Edgel
LOADING(psf)
SPACING- 2-0-0
CSI:
DEFL. in (loc) I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL) 0.23 11 >716
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.59
Vert(TL) -0.32 11 >510
240 j
BCLL 0.0 *
Rep Stress Incr YES
WB 0.99
Horz(TL) 0.16 8 n/a
n/a i
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 90 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
NOTES-
BOTCHORD 2x4 SP No.2
WEBS 2x4*Except
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
:
W2x8 S No.2
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft;
OTHERS 2x44 SP No.3
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
I
BRACING-
and C-C Exterior(2) zone; cantilever left and right
O
TOP CHORD
exposed ;C-C for members and forces & MWFRS for
Structural wood sheathing directly applied or 3-6-1 oc
reactions shown; Lumber DOL=1.60 plate grip
purlins, except end verticals.
DOL=1.60
BOT CHORD
2) Plates checked for a plus or minus 0 degree
Rigid ceiling directly applied or 3-5-4 oc bracing.
rotation about its center.
3) This truss has been designed for a 10.0 psf bottom
MiTek recommends that Stabilizers and required
chord live load nonconcurrent with any other live
cross bracing be installed during truss erection, in
loads.
accordance with Stabilizer Installation guide.
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
REACTIONS. (lb/size)
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
{
8 = 565/0-74 (min. 0-1-8)
bottom chord and any other members.
2 = 725/0-M (min. 0-1-8)
5) Provide mechanical connection (by others) of truss
Max Horz
to bearing plate capable of withstanding 100 lb uplift at
2 = 314(LC 8)
joint(s) except Gt=lb) 8=296, 2=364.
Max Uplift
6) "Semi -rigid pitchbreaks with fixed heels" Member
8 =-296(LC 12)
end fixity model was used in the analysis and design
2 =-364(LC 8)
of this truss.
Max Grav
8 = 565(LC 1)
2 = 725(LC 1)
LOADCASE(S)
Standard
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
1 ,
TOP CHORD
2-3=-1177/888, 3-4=-2376/2349,
4-5=-1150/1063, 5-6=-1181/1234,
8-15=-519/633, 6-15=-519/636
BOT CHORD
2-13=-1239/1151, 10-11=-2987/2738
WEBS
5-10=-328/490, 3-13=440/572,
4-11 =-674/700, 3-11 =1 352/1189,
11-13=-1123/1046, 6-10=-1451/1291,
4-10=-1664/1798
I
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T. Tombo III, P.E.
ml,st dtiis tmut¢r mkilearts 3, rtsplAlit,dtuOnn,fit 0n,seftNeyfttwar ldbq O10pa. Will afraid rnl Ht In. at 0e lnd W164Do Vill.]. OegNnd dl,TO0td tflhfldnt d at hns,2lfi¢;lul;s}s'ant, usstildmi Iitwq tiro het,Esi-flakrd 80063
ltermlyOtsixrfr�(ot3nla.F:l nai S9 to letle lCD iil nt110mRSiAlltllttdltillLlplGltlfA(M:nStI'.II�J:HCIn'�Kf.II1fHliijlrl9lSK%fltldO°A(tl lH jltatl9lt. II1IlSSftf'EilfSlFtSPAAlIt1 W+lI'Bt�IdlR1t U1GFi41, Tfns efs�a hpmftcmlrnsusmtalnR,f�:ess 4451 St. Lurie Blvd.
,— t�.vnHe tehtNlpc6tmnalstedgnir trtietrlrt01tr8:s ieraial itsrnisttilp, 6fnrnxr0i �fkH4.>3 Gesip�x. tr rnis Srm�Farittadmr lONel. Wmaafelte;nnr. es i:fuslhR41.
FortPlerte,FL 34946
Copyrighl02016A-1ROollrosses-Anthony I.Tombo111,P.E. Reprodudionofthis dercma
ent,inonyform,isprohibiledxithontthewrittenpermissionfromURoofTresses-AnthonyLTomblll,P.l.
Job It
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
D08
Half Hip
1
.1
A0808769
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. Thu Jun 09 15:29:64 2016 Page
I D: W?q u LcO Re? LfzLe98 Rj H4yHM91-n tFC8QG2Og2vROITG Ltm K 12TDp h VxObNf6 SVOFz8_Z
-1-0-0 6-1-10 12-2-0 134-01 -11- 0
1 4 0 6-1-10 6-0-6 1-2-0 7-1
3x4 =
4x4 11
3x4 = 1.5x4 11 5x10 =
LOADING (psf)
-SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
0.07
8-13
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.51
Vert(TL)
-0.14
7-8
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.33
Horz(TL)
0.03
7
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 *Except`
W4: 2x8 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-5-2 oc bracing.
WEBS
1 Row at midpt 3-7
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
705/0-8-0 (min. 0-1-8)
7 =
630/0-7-4 (min. 0-1-8)
Max Horz
2 =
293(LC 8)
Max Uplift
2 =
-358(LC 8)
7 _
-319(LC 8)
Max Grav
2 =
705(LC 1)
7 =
630(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1115/842, 7-10=-212/322,
5-10=-212/322
BOT CHORD
2-8=-1117/1044, 7-8=-1117/1044
WEBS
3-8=0/254, 3-7=-1015/1099
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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 & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
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 at --lb) 2=358, 7=319.
7) "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 Dell. =1/16 it
PLATES GRIP
MT20 244/190
Weight: 69 lb FT = 0%
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� Fort Pierce, FL 34946
(opyrigM,Z)2016A-ItoDiTrusses-AnthonyLTamholll,P.I. lepiodudiess of this doccroeml, in ony form, is prohibited wilhoistilre writien permission from A-] Roof Trusts - Amilonyl. Tombir III, P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO`808770
65019
D09
Half Hip
1
1
Job Reference (optional)
Al KUUt- I KUSStJ, rvK I VItKGt, r-L J4940, aeslgnLaltruss.com Kun: i.b4U s Uct i ZU10 rnne i.64U s Uct / ZUIb MI I eK mtlUStnes, Inc. I nU Jun U9 15:29:55 ZU16 Page
I D:W?qu Lcr?Re?LfzLe98RjH4yHM91-F3oaLmHg9_Bm3XKfp2O?sFbifC3agUKWtmB2Yiz8_Z
4.
1 4-0 5-7-9 10-2-0 13_0 1 -11- 0
1 4 0 5-7-9 4-6-7 3-2-0 7-1
Sx6 = I
3x4 = Dead Load Defl. =1/4 it
4 5
4.00 12
4x4 =
1.5x4
3
1,44
1
8 7
3x8 = 5x6 =
LOADING(pst)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.48
Vert(LL)
-0.13
8-13
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.40
Vert(TL)
-0.36
8-13
>443
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.30
Horz(TL)
0.02
7
n/a
n/a 0
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 72 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W4: 2x8 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-2-9 oc
purlins, except end verticals.
BOT CHORD
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)
7 =
624/0-7-4 (min. 0-1-8)
2 =
711/0-8-0 (min. 0-1-8)
Max Horz
2 =
252(LC 8)
Max Uplift
7 =
-311(LC 8)
2 =
-365(LC 8)
Max Grav
7 =
624(LC 1)
2 =
711(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1041/978, 3-4=-499/349,
4-5=-412/389, 7-10=-587/570,
5-10=-587/570
BOT CHORD
2-8=-11761968
WEBS
3-8=-588/828, 4-8=-126/263,
5-8=-591 /647
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
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 (jt=lb) 7=311, 2=365.
7) "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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topyrighl0 2016 A•1 Roof Trusses -Anthony T. Tombo III, P.E.. AepsoduRion of this dasumert, inzny form, is prohibited without Ike wriOen permission from AA roof Losses - Anthony L Tombe III, P.E.
Job ,.
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808771
65019
D10
Half Hip
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. Thu Jun 09 15:29:55 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-F3oaLmHg9_Bm3XKfp2O?sFbixC2tgSQWtmB2Yiz8 Z
-14-0 , 4-6-13 8-2-0 13-4-0 1,3-11-10
1 4-0 4-6-13 3-7-3 5-2-0 -7-1
5x6 =
4x6 =
Dead Load Dell. = 1/8 it
3x4 =
3x4 = Sxu = oxo =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL_
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1,25
TC 0.46
Vert(LL)
-0.07
8-13
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.50
Vert(TL)
-0.20
8-13
>803
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.42
Horz(TL)
0.02
7
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 *Except*
W4: 2x8 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-4-8 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-3-14 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 = 630/0-7-4 (min. 0-1-8)
2 = 705/0-8-0 (min. 0-1-8)
Max Horz
2 = 21O(LC 8)
Max Uplift
7 =-313(LC 9)
2 =-375(LC 8)
Max Grav
7 * = 630(LC 1)
2 = 705(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-1139/1085, 3-4=-747/636,
4-5=-664/654, 7-10=-531/582,
5-10=-531/582
BOT CHORD
2-8=-1222/1054
WEBS
3-8=-432/593, 5-8=-719/724
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Enci., 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=1.60 plate grip
DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
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) 7=313, 2=375.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
10
to
Is?
0
PLATES GRIP
MT20 244/190
Weight: 71 lb FT = 0%
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Copyright 0 7016 A -I Roof Trusses -Anthony L Jumbo lll, P.f. Repradudion of this document, in ony form, is prohibited without the written permission from A-1 Roof Trusses- Anthony 1. basho lll, P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO$08772
65019
D11G
Half Hip Girder
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. Thu Jun 09 15:29:56 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-jGMyZ6H IwlJdghvrNmvEPS8tccNcPsAf6Qxc48z8_Z
1 4-0 6-2-0 9-9-0 13-4-0 13-11-1A
1 4-0 6-2-0 3-7-0 3-7-0 0-7-10
3x4 =
Dead Load Defl. = 1/16 i1
50
1.5x4 11 3x8 = o
9-9-0
LOADING (psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
Led
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
0.07
9
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.54
Vert(TL)
-0.13
9-14
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.58
Horz(TL)
0.04
7
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W3: 2x8 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-3 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-1-5 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
7 = 1192/0-7-4 (min.0-1-8)
2 = 1002/0-8-0 (min.0-1-8)
Max Horz
2 =
169(LC 4)
Max Uplift
7 =
-637(LC 5)
2 =
-561(LC 4)
Max Grav
7 =
1192(LC 1)
2 =
1002(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1893/935,3-15=-1338/697,
15-16=-1338/697, 4-16=-1338/697,
4-17=-1338/697, 5-17=-1338/697,
7-11 =-1 039/612, 5-11 =-1 0391612
BOT CHORD
2-9=-930/1734, 9-18=-937/1762,
18-19=-937/1762, 8-19=-937/1762
WEBS
3-9=-1051473,3-8=-491/306,
4-8=-432/352, 5-8=-797/1515
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60
plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
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 at --lb) 7=637, 2=561.
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) 105
lb down and 132 lb up at 6-2-0, 105 Ib down and 139
lb up at 7-0-12, 105 lb down and 139 lb up at 9-0-12,
and 105 lb down and 139 lb up at 11-0-12, and 121 lb
down and 139 lb up at 13-2-4 on top chord, and 272
lb down and 172 lb up at 6-2-0, 55 lb down at 7-0-12,
55 lb down at 9-0-12, and 55 lb down at 11-0-12, and
66 lb down at 13-0-12 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 (plf)
Vert: 1-3=-70, 3-5=-70, 7-12=-20, 6-7=-70
Concentrated Loads (lb)
5x6 =
13-"
13-11-1
3-7-0
0-7-10
PLATES
GRIP
MT20
244/190
Weight: 68 lb
FT = 0%
Standard
Vert: 3=-53(F) 7=-33(F) 9=-272(F) 5=-121(F)
15=-88(F) 16=-88(F) 17=-88(F) 18=-38(F) 19=-38(F)
20=-38(F)
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(oppighAAD2016A-1too] Trusses -Anthony I.Tom34946
ho111,P.E. Repmdunionofthisdotemert,inAnyform, isprohibited without thewrinenpermission from A -] Roof Trusses -Anlhooy.T.Tombo111,P.t. Fort
Job d,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
D12
Jack -Partial
3
1
A0808773
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. Thu Jun 09 15:29:57 2016 Page
ID:W?quLcr?Re?LfzLe9BRjH4yHM91-BSwKmRlwhbRUlrU2xTQTxgg2K01NBLwpL4g9daz8 Z
1 4-0 3-9-7 B-1-0
1-0 3-9-7 4-3-9
2x4 = S.Sx4 11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
0.07
5-6
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.37
Vert(TL)
0.06
5-6
>999
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.48
Horz(TL)
-0.01
5
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 -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-2-12 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 =
467/0-8-0 (min. 0-1-8)
5 =
341/Mechanical
Max Horz
2 =
205(LC 8)
Max Uplift
2 =
-433(LC 8)
5 =
-347(LC 8)
Max Grav
2 =
467(LC 1)
5 =
341(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-637/1375
BOT CHORD
2-6=-1544/581, 5-6=-1544/581
WEBS
3-5=-608/1617, 3-6=-457/168
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip DOL=1.60
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=lb) 2=433, 5=347.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
1.5x4 11
PLATES -GRIP
MT20 244/190
Weight: 40 lb FT = 0%
atatvrp£itovaasea3+;rtttie+sGt'A': tC6F1PUSSES;'SEtii4;.6Ea0At?IMItoMGRB9,'LST4.k!"£U!E£�A(AOFEK44E.r!vn.Tsitp£e?i�ps:!�Fhrs talt�£sntini4%s?n s[�si}t [axis; DDjt d!iete�EttArT.Ta'aalU;P.E£etsmscrSS!dk`:ttl ere udirs4in,ns s� e"llrT:)€s,"It
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I
4451 St. Lucie Blvd.
Port Pierce, FL 34946
CepydghlS2QlbAdtoofTiusses4oihonyMcmboIII, P.t, Repredurtionolthisderumat,innnrlotm,ispaohibiiedrrlhootihewrittonperraissiunitomAIRoofltnssts- Anthony LromSoIII, P.L
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808774
65019
D13
Half Hip
1
1
Job Reference (optional)
Al KUUr I KUSStS, I- -UK I MENGE, t-L 3484b, design(fDal[nlss.com Nun: /.b4U s Uct / zwo rnn1: /.b4U S Uct P ZUIb MI I ex Inausines, Inc. I nu Jun uu l,:zU:ffi7 Bulb
ID:W?quLcr?Re?LfzLe98RjH4yHM91-feUj_nJYSvZLw?3EVBxiUtD6uQ?BtpLyakQil
-1-4-0 7-0-0 , 8-1-0 ,
4x6 = 1.5x4 11
Dead Load Deft. = 1/16 it
3 4
3x4 11
5x6 =
8-1-0
7-M
1-1-0
Plate Offsets_(X,Y)—
[3:0-1-4,0-1-12),[5:0-3-0,0-3-0)
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(lac)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL)
0.22
6-10
>433
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.72
Vert(TL)
0.18
6-10
>523
240
BCLL 0.0
Rep Stress Incr YES
WB 0.41
Horz(TL)
-0.01
2
Wa
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 38 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 -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-5 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation auide.
REACTIONS. (lb/size)
2 =
505/0-8-0 (min. 0-1-8)
5 =
303/Mechanical
Max Horz
2 =
186(LC 8)
Max Uplift
2 =
-476(LC 8)
5 =
-303(LC 8)
Max Grav
2 =
505(LC 1)
5 =
303(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-235/355
BOT CHORD
2-6=-439/146, 5-6=-502/161
WEBS
3-6=-1030/355, 3-5=-439/1366
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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; porch left exposed;C-C for members and
forces $ MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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 lb uplift at
joint(s) except (jt=lb) 2=476, 5=303.
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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� Fort Pierce, FL 34446
Upyrigbt W 2016 Ad toot Times -Anthony T.Tembo 111, P.E. Reprododion of this demment, in onyfmm, is prohibited xithoollhe written permission homA-1 roof Tsosses-Anthony LTomho III, U.
Job
Truss
Truss Type
city
Ply
Std Pae/6511 EL D
65019
D14G
Half Hip Girder
1
1
A0808775
Job Reference (optional)
Al ROUE i RUSStS, FUR I PltKUL, FL 34946, design(Na1 truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:59 2016 Page
I D: W?quLcr?Re?LfzLe98RjH4yHM91-8r25B7KADDhBX9eQ2uSx15mQngSYcIZ6oO9GhTz8—Z
4-4-0 5-0-0 8-1-0
1-4-0 5-0-0 3-1-0
li&
5-0-0
3-1-0
Plate Offsets (X,Y)—
[3:0-1-4,0-1-121, [5:0-3-0,0-2-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(LL)
0.05
6-10
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.27
Vert(TL)
-0.05
6-10
>999
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.28
Horz(TL)
-0.01
5
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 37 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 -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-5-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
568/0-8-0 (min.0-1-8)
5 =
545/Mechanical
Max Horz
2 =
145(LC 4)
Max Uplift
2 =
-614(LC 4)
5 =
-690(LC 4)
Max Grav
2 =
568(LC 1)
5 =
545(LC 1
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-697/801
BOT CHORD
2-6=-793/610, 6-12=-815/626,
5-12=-815/626
WEBS
3-6=-269/277,3-5=-723/943
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; porch left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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) 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) except Ot=lb) 2=614, 5=690.
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) 329
lb down and 394 lb up at 5-0-0, and 138 lb down and
170 lb up at 7-0-12 on top chord, and 109 lb down
and 236 lb up at 5-0-0, and 42 lb down and 96 lb up
at 7-0-12 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 (plf)
Vert: 1-3=-70, 3-4=-70, 5-8=-20
Concentrated Loads (lb)
Vert: 6=-74(B) 3=-138(B) 11=-62(B) 12=-30(B)
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airs sflfisisnl Pafnr 2iep lot usrfe; iSL sI tSaOam,al Oseds Mifrlj3jU)llpR}o,Cifip9fl,YRlitEUidiha;r(, sidEE lsi lsa lsol5aijait dal. i aitzy4d ik ypsasdd2t lsu dot fie n ims,isd cyfa4(sysMf ,¢,'il0ne mdhKm7i,epxyma-lf: « 80083
' trz Aitdcr psv�.ermidaftrNse, 2Uei;ls set setoff148 ua Lferrzrkes of t#sets@kt k;lnydsxv tlfdet+,Lin:amF{-s.�Pi s4ll2[?tl of flSl atutuf:s7dx fard draf. MI df`stf uyasiYl.tt rldAiesda?L15spe¢e,CnlsCHup ogatlr u3Tusl k�dicaff,sa fss. 44515t.lutleBlvd,
sl3tssrsed•�sedit/(1driifrrld yfai:.t'iry EfeEfmfinrseshei, Ike less Nip Itiiutt is€OT tae rut'.mPD:sifals,a lrasssteffet hiizet: e1MWrq, sl uYiisErrifnmsmanii"med is lid. Fort Pierce, FL 34946
UppightW2016AdRoofbusses-AnthonyT.Temho111,U. Reproduction of INS document,inmrcimue,isprohiYlad:vithuutfhewriteenpermisaionhox.A.IRoof tosses-AnihoeyI.FOAD ill,1`1
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A01808776
65019
EG6
Jack -Open Girder
1
1
Job Reference (optional)
Al KUUI- I KUJStJ, I -UK I PItKUL, I-L 34tl4b, aesign(agal truss.com Kun: /.b4U s Uct / ZU15 Print: 1AALl s Uct / 201b MI I eK Industries, Inc. I hu Jun U9 15:29:59 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-8r25B7KADDhBX9eQ2uSx15mPegPAcBw6oO9GhTz8 2
3-2-2 5-10-0
3-2-2 2-7-14
1.5x4 11
5x6 =
5-10-0
2-7-14
LOADING(psf)
SPACING-
2-M
CS1.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.42
Vert(LL)
0.05
5-7
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.48
Vert(TL)
-0.09
5-7
>759
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.71
Horz(TL)
0.02
4
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 30 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-1-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 8-10-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1908/0-7-4 (min.0-1-9)
4 =
2085/Mechanical
Max Horz
1 =
118(LC 19)
Max Uplift
1 =
-835(LC 4)
4 =
-932(LC 4)
Max Grav
1 =
1908(LC 1)
4 =
2085(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-2978/1271
BOT CHORD
1-8=-1291/2839, 1-5=-1286/2826,
5-9=-1286/2826,4-9=1286/2826
WEBS
2-4=-3044/1385, 2-5=-768/1852
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60
plate grip DOL=1.60
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 metal plate or equivalent at bearing(s) 4 to
support reaction shown.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 1=835, 4=932.
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)
1160 lb down and 533 lb up at 0-10-12, and 1164 lb
down and 520 lb up at 2-10-12, and 1157 lb down and
503 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 (plf)
Vert: 1-3=-70, 1-4=-20
Concentrated Loads (lb)
Vert: 5=-1164(F) 8=-1160(F) 9=-1157(F)
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da�aa ssd$n>!i(E(Ertx3¢snei Etah,N;ar�ITd4ywrns nnhed. tleitns Deii4Etliefui,N)Trieteingt D¢NleniNiNissl,t,.Egi-if.?t ilN. Al ntibinlfnns wets iond 1,50, Port 1 St, L ci Blvd.
Ccpyti08t W 70Ib Ad P,o7lLnsses-Ambony Month [it, P.t. Reprcdudien of this dc¢um at, in onylmm,ls ptohNied xitbounhe written permission ham A4 Roo{Fusses-Anthony L rombo III, P.f.
Job ;*.
Truss
Truss Type
city
Ply
Std Pae/6511 EL D
65019
FG1
FLOOR
1
3
A0808777
Job Reference (optional)
Al KUUr- I KUaJCJ, VUK I YltKla, r-L .S4U4b, aeslgnLaitruss.com Kun: 1.64U S Uct i ZU15 Vnnt: /.64U s Uct 1 21-115 MI I eK Industries, Inc. I hu Jun 09 15:30:01 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-4DArcpLRlgxvnSopAJVP6Wrhbd?G42KOGieNmLzB Z
1-9-13 3-2-2 4-6-6 , 5-10-11 7 4 12 9-3-0 10-9-13 12-2-14 , 13-7-14 15-0-15 16-11-8
1-9-13 1�3-5 1�-5 1� 5 1-6-1 1-10� 1-6-13 1-5-1 1-5-1 1-5-1 1-10-9
4x10 = 3x8 =
1 7x10 =
Dead Load Defl. =1/4 it
7x8 = 3x12 = 7x10 =
8 9 10 11 12
m
Z6
I f Rp
AA
PON
■ ■ ■ ■
1�
M
-
►�
5x8 = 7x10 MT20HS= 4x8 =
-12,0-1
LOADING
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
20.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x6 SP 240OF 2.0E
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3 *Except*
W1,W3: 2x4 SP M 30
OTHERS 2x8 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-4 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
24 = 10429/0-9-0 (min. 0-1-14)
13 = 11933/0-4-8 (min.0-1-15)
Max Grav
24 = 10429(LC 1)
13 = 11933(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-24=-8701/0, 1-2=11188/0,
2-3d-11188/0, 3-4=-25934/0,
4-5=-25934/0, 5-6=-34110/0,
6-7=-34110/0, 7-8=-34110/0,
8-9=-29118/0, 9-10=-29118/0,
10-4 1 =-1 3613/0, 11-12=-13613/0,
12-13=-10300/0
BOT CHORD
24-25=0/1519, 23-25=0/1519,
23-26=0/19495, 22-26=0/19495,
21-22=0/19495, 21-27=0/30428,
27-28=0/30428, 20-28=0/30428,
20-29=0/30428, 19-29=0/30428,
19-30=0/34110, 18-30=0/34110,
17-18=0/32795, 17-31=0/32795,
16-31=0/32795, 16-32=0/22548,
15-32=0/22548, 14-15=0/22548,
14-33=0/1750, 13-33=0/1750
WEBS
6-19=-675/0, 7-18=0/461, 1-23=0/12368,
2-23=0/722, 3-23=-11119/0, 3-22=0/1406,
3-21=0/8618, 8-18=0/1983, 8-17=0/1569,
4x4 = 3x4 = 4x8 = 8x14 = 5x8 =
[12:0-4-12,0-4-0], [13:0-2-12,0-2-8], [14:0-7-0,0-4-8], [16:0-1-8,0-1-12], [21:0-3-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES
GRIP
TC 0.64
Vert(LL)
-0.2818-19
>703
480
MT20
244/190
BC 0.89
Vert(TL)
-0.5418-19
>361
360
MT20HS
187/143
WB 0.90
Horz(TL)
0.11 13
n/a
n/a
(Matrix-M)
Weight: 344 lb
FT = 0%
WEBS
6-19=-675/0, 7-18=0/461, 1-23=0/12368,
2-23=0/722, 3-23=-11119/0, 3-22=011406,
3-21=0/8618, 8-18=0/1983, 8-17=0/1569,
8-16=-4826/0, 10-16=0/8626,
10-15=0/1577, 5-19=0/5160, 5-20=0/756,
5-21=-6014/0, 12-14=0/14945,
11 -1 4=0/1 056, 10-14=-11729/0
NOTES-
1) 3-ply truss to be connected together as follows:
Top chords connected with 10d (0.131"xW) nails as
follows: 2x6 - 2 rows staggered at 0-7-0 oc.
Bottom chords connected with 10d (0.131"x3") nails as
follows: 2x6 - 3 rows staggered at 0-4-0 oc.
Web connected with 10d (0.148"x3") nails as follows:
2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Unbalanced floor live loads have been considered
for this design.
4) All plates are MT20 plates unless otherwise
indicated.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree
rotation about its center.
7) Bearing at joint(s) 24, 13 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
9) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)
1175 lb down at 1-3-0, 958 lb down at l-5-12, 958 lb
down at 2-10-8, 1175 lb down at 3-3-0, 958 lb down
at 4-10-8, 1175 lb down at 5-3-0, 958 lb down at
6-10-8, 1175 lb down at 7-3-0, 958 lb down at 8-10-8,
1175 lb down at 9-3-0, 958 lb down at 10-10-8, 1175
lb down at 11-3-0, 958 lb down at 12-1-4, 958 lb
down at 13-1-4, 1175 lb down at 13-3-0, 2731 lb
down at 14-11-7, and 1175 lb down at 15-3-0, and
446 lb down at 15-11-12 on bottom chord. The
design/selection of such connection devices) is the
responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-12=-120, 13-24=-10
Concentrated Loads (lb)
Vert: 19=-1175(F) 18=-1175(F) 22=-1175(F)
17=-958(B)16=-958(B)14=-3906(F=-1175,
B=-2731) 25=-2132(F=-1175, B=-958) 26=-958(B)
27=-958(B) 28=-1 175(F) 29=-958(B) 30=-958(B)
31=-1175(F) 32=-2132(F=-1175, B=-958)
33=-446(B)
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019m,lAr Anthony T. Tombo IIT, P.E.
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(opyrightm2P16A-ltoolhusses-Anthony 1.Tombo111,P.E, Reproduction of this dovement, in gnoorm, is plohiblied Without the wFitin permission from A-1 Rool fressts- Anihny L Who III, P.E.
Job
Truss
Truss Type
city
Ply
Std Pac/6511 EL D
A0808778
65019
FG3
GABLE
1
2
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:01 2016 Paps;
ID: W?quLcr?Re?LfzLe98RjH4yHM91-4DArcpLRlgxvnSopAJVP6Wrf?d?E42FOGieNmLz8_Z
3-1-5 6-0-14 9-0-6 11-11-15 15-0-14
3-1-5 2-11-9 2-11-9 2-11-9 3-0-15
3x8 =
1 4x8 =
3x10 =
Dead Load Dell. = 1/4 h
4x4 11 400 = 3x6 11 300 = 20 11 4x6 =
1-11-15
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.81
Vert(LL)
-0.15
9-10
>999
480
TCDL 20.0
Lumber DOL
1.00
BC 0.89
Vert(TL)
-0.41
9-10
>433
360
BCLL 0.0
Rep Stress Incr
NO
WB 0.91
Horz(TL)
0.05
7
n/a
n/a
BCDL 5.0
Code FBC2014/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.2 *Except*
W1: 2x6 SP No.2, W3: 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-12 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
12 = 3463/0-7-4 (min.0-1-8)
7 = 2741/Mechanical
Max Grav
12 = 3463(LC 1)
7 = 2741(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-12=-2885/0,1-2=-6341/0, 2-3=-6341/0,
3-4=-10234/0, 4-5=-10234/0
BOT CHORD
12-21=0/468, 11-21=0/468, 11-22=0/11212,
10-22=0/1 1212,10-23=0/11212,
9-23=0/11212, 8-9=0/5658, 7-8=0/5658
WEBS
1-11=0/6437, 2-11=-309/0, 3-11=-5314/0,
3-10=012101, 3-9=-1067/0, 4-9=-286/0,
5-9=0/4992, 5-7=-5987/0
NOTES-
1) 2-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-3-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the LOAD
CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B),
unless otherwise indicated.
3) All plates are 1.5x4 MT20 unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) Gable studs spaced at 2-0-0 oc.
6) Refer to girder(s) for truss to truss connections.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 534
lb down at 1-9-14, 534 lb down at 3-9-14, and 534 lb
down at 5-9-14, and 2516 lb down at 7-9-11 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
10) Studding applied to ply: 1(Front)
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-6=-132(F=-12), 7-12=-10
Concentrated Loads (lb)
Vert: 10=-534(B) 21=534(B) 22=-534(B)
23=-2516(B)
15-0-14
3-0-15
PLATES GRIP
MT20 2441190
Weight: 178 lb FT = 0%
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Fort Pierce, FL 34846
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Job ,,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
FG4
FLOOR
1
1
A0808779
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.cwm Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:02 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-YQkDp9M3W83mOcM?k00eejOoclKipWKYUMOwiozB Z
2-11-15 5-8-6 6-10-2,7-11-14 10-7-1 14-5-13 111-4-11 22 0 5 , 25-8-2
2-11-15 2-8-7 1-1-12 1-1-12 2-7-3 3-10-11 3-10-11 3-7-13 3-7-13
2x4 II
3x6 =
1.5x4 11 3x4 = 1.5x4 11
3x8 = 3x4 =
402 =
Dead Load DeB. = 1/4 h
4x4 = 1.5x4 II
9 10
19 18 17 16 15 14 13 12 11
3x4 =
4x4 = 3x8 MT20HS=
1.5x4 II 4x10 =
3x8 =
2x4 II
4x4 = 5x6
5-8-6
7-11-14
10-7-1 14-5-13
18�3-8
21-10-9
25-8-2
5-8-6
2-3 8
2-7-3 3-10-11
3-10-11
3 6-1
3-9-9
Plate Offsets (X,Y)--
[6:0-3-4,0-1-81,[8:04-0,0-1-81,[9:0-1-12,0-2-01,[11:0-3-0,0-2-121[12:0-1-12,0-1-81,[14:0-2-0,0-1-81,fl5:0-2-12,0-2-01
LOADING(psf)
SPACING-
2-0-0
CS].
DEFL
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.94
Vert(LL)
-0.26 15-17
>836
480
MT20
244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.94
Vert(TL)
-0.49 15-17
>443
360
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
NO
WB 0.79
Horz(TL)
0.03 13
n/a
n/a
BCDL 5.0
Code FBC2014lrP12007
(Matrix-M)
Weight: 124 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W5,W8: 2x4 SP No.2, W6: 2x4 SP M 30
W7: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-4 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 3-10-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
19 =
1129/0-5-8 (min. 0-1-8)
11 =
-188/Mechanical
13 =
2828/0-5-8 (min. 0-3-5)
Max Uplift
11 =
-460(LC 3)
Max Grav
19 =
1135(LC 3)
11 =
101(LC 4)
13. =
2828(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-3315/0, 3-4=-3315/0, 4-5=-3486/0,
5-6=-3486/0, 6-7=-869/0, 7-8=-869/0,
8-9=0/1372
BOT CHORD
18-1 9=0/1 993, 17-18=0/3315,
16-17=0/3315, 15-16=0/3315, 14-15=0/869,
13-14=-3119/0, 12-13=-3119/0,
11-12=-1372/0
WEBS
2-19=-2162/0, 2-18=0/1512, 3-18=-49010,
4-15=-155/451, 5-15=-483/0, 6-15=0/2806,
6-14=-1394/0, 8-14=0/4194,
8-13=-2703/0, 8-12=0/2282, 9-12=-818/0,
9-11=0/1472
NOTES-
1) Unbalanced floor live loads have been considered
for this design.
2) All plates are MT20 plates unless otherwise
indicated.
3) Plate(s) atjoint(s)19, 1, 7, 10, 11, 2, 18, 3, 4, 17,
15, 5, 6, 14, 13, 12, 8 and 9 checked for a plus or
minus 0 degree rotation about its center.
4) Plate(s) at joint(s) 16 checked for a plus or minus 5
degree rotation about its center.
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) 11=460.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 469
lb down at 10-7-0 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 + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-10=-120, 11-19=-10
Concentrated Loads (lb)
Vert: 15=-469(F)
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{tktci:a d'!s k{6,hxt,gnl ryx ta.r;tspkF a:PaD>s ienbel.lks 7rsss DnlgaFs;iasa is{D1tN pith+; D:9tau:,: F,astiptm Fegi{et=.da+b lie;, J:1r@ihfradfemswer10,0011. Fort Pierce, FL 34946
(apysight V 20I6A•1 Roalbnssas-Anihnny T. Tamho III, H. Repredortion althis dernmant, in onyla:m, is pmhihited withoof Iha writun permission homA-) Roolhasses-Antbony L Tombo NE, P1
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO't308780
65019
FG5
FLOOR
1
2
Job Reference (optional)
h i rcuur i muaxa, rum i rtcm,c, rc a4a40, oesignLa-itruss.com Kun: d.o4u s uct t zw o rnnr. t.u4u s uct / 2015 MI I ex Industnes, Inc. Thu Jun 09 15:30:02 2016 Page
I D: W?quLcr?Re?LfzLe98RjH4yHM91-YQkDp9M3W83mOcM?k00eejOvh 1 JHpUeYUMOwloz8_Z
2-3-9 4-3-10 6-4-15 8-6-10
2
2-3-9 2-0-1 2-1-5 -1-11
1.5x4 II
LOADING (psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
20.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
NO
BCDL
5.0
Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x8 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No-3 *Except*
W1: 2x6 SP No.2, W5: 2x8 SP No.2
W2: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-10-13 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS. (lb/size)
10 = 3556/0-7-4 (min. 0-2-2)
6 = 2526/Mechanical
Max Grav
10 = 3556(LC 1)
6 = 2526(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1 -1 0=-1 907/0, 1-2=-4373/0, 2-3=-5070/0,
3-4=-3414/0, 4-5=-3397/0, 3-8=-347f74,
5-6=-2286/0
BOT CHORD
8-9=0/4373, 8-11=0/5014, 7-11=0/5014
WEBS
1-9=0/4622, 2-9=-1607/0, 2-8=-15/670,
4-7=-387/0, 5-7=0/3777, 3-7=-1813/0
NOTES-
1) 2-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc, 2x8 - 2
rows staggered at 0-9-0 oc.
Bottom chords -connected as follows: 2x4 -1 row at
0-7-0 oc.
Webs connected as follows: 2x6 - 2 rows staggered at
0-9-0 oc, 2x4 -1 row at 0-9-0 oc.
6x12 =
43x6 II
CSI.
DEFL.
in
(loc)
I/defl
L/d
TC 0.49
Vert(LL)
-0.03
8
>999
480
BC 0.97
Vert(TL)
-0.13
8-9
>762
360
WB 0.90
Horz(TL)
0.02
6
n/a
n/a
(Matrix-M)
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 floor live loads have been considered
for this design.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) Refer to girder(s) for truss to truss connections.
6) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)
1556 lb down at 0-2-12, 91 lb down and 470 lb up at
4-4-6, and 471 lb down at 5-7-14, and 447 lb down at
7-7-14 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-3=-420, 3-5=-420, 6-10=-10
Concentrated Loads (lb)
Vert: 10=-1556(B) 8=-91(B) 11=-471(B) 12=-447(B)
5x8 Head Load Deft. = 1/8 ii
1.5x4 11
PLATES GRIP
MT20 2441190
Weight: 95 lb FT = 0%
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Job ,«
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
FG6
FLOOR
1
2A0808781
Job Reference(optional)
All 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. Thu Jun 09 15:30:03 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-OcHcl VNhHRBdOmxBHkXtBww2SRgEY?AhjO7TgEz8_Z
2-5-6 3-7-2 , 4-8-14 , 1 4-0 12-3-2 17-2-4 22-5-2
2-5-6 1-1-12 1-1-12 2-7-2 4-11-2 4-11-2 5-2-14
1.5x4 11 1.5x4 11 3x8 =
13x6 =
1.5x4 11 3x4 = 3x8 =
Dead Load Defl. = 5/16 ii
3x4 II
2x4 11 4x4 = 3x4 = 3x8 MT20HS= 3x8 = 1.5x4 11 3x8 "-
1.5x4 II
2-5-6 4-8-14
LOADING(psf)
SPACING-
2-0-0
CSI.-
DEFL.
in (loc)
I/defl
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.62
Vert(LL)
-0.32 11-13
>822
480
TCDL 20.0
Lumber DOL
1.00
BC 0.86
Vert(TL)
-0.62 11-13
>426
360
BCLL 0.0
Rep Stress Incr
NO
WB 0.69
Horz(TL)
0.08 9
n/a
n/a
BCDL 5.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 30 *Except*
B1: 2x4 SP M 31
WEBS 2x4 SP No.3 *Except*
Wl: 2x6 SP No.2, W2: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-5 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 15-16.
REACTIONS. (lb/size)
16 = 1710/0-5-8 (min.0-1-8)
9 = 1563/Mechanical
Max Grav
16 = 1710(LC 1)
9 = 1563(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOW CHORD
1-16=-2086/0, 1-2=-3595/0, 2-3=-3595/0,
3-4=-3595/0, 4-5=-6653/0, 5-6=-6653/0,
6-7=-6653/0, 8-9=-297/0
BOT CHORD
14-15=0/3595, 13-14=0/6641,
12-13=0/6641, 11-12=0/6641,
10-11=0/4611, 9-10=014611
WEBS
1-15=0/4395, 2-15=-1238/0, 3-14=0/653,
4-14=-3480/0, 4-13=0/808, 4-11=-448/43,
5-11=-560/0, 7-11=0/2120, 7-9=-4572/0
NOTES-
1) 2-ply truss to be connected together with 1 Od
(0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at
0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Unbalanced floor live loads have been considered
for this design.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) Refer to girder(s) for truss to truss connections.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)-417
lb down at 7-4-0 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-8=-120, 9-16=-10
Concentrated Loads (lb)
Vert: 13=-417(B)
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 216 lb FT = 0%
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808782
65019
FG7
FLOOR
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. Thu Jun 09 15:30:04 2016 Page
ID:W?quLct?Re?LfzLe98RjH4yHM91-Uor ErOJ21JUewWOrR26k8TEIr30HcArygt1Mgz8_2
3-8-0
3-8-0 1.5x4 II
1 3x4 = 2
T1
W1
VV2
W1
B1
1.5x4 II
3x4 =
3-8-0
3-8-0
LOADING.(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.55
Vert(LL)
-0.04
3-4
>923
480
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.69
Vert(TL)
-0.09
3-4
>462
360
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 5.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 19 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-8-0 oc
purlins, 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)
4 =
479/Mechanical
3 =
427/Mechanical
Max Grav
4 =
479(LC 1)
3 =
427(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Plates checked for a plus or minus 0 degree rotation
about its center.
2) Refer to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5) Hanger(s) or other connection device(s) shall be
provided sufficient to supporft concentrated load(s) 467
lb down at 1-7-12 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Standard
Uniform Loads (plf)
Vert: 1-2=-120, 3-4=-10
Concentrated Loads (lb)
Vert: 5=-467(F)
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he16116;NnpttWfainN101A g(.mwTdehh4.io+kbek'S;}irr;W94111.1A(Aat:ef wi!xpmd[alace.4451Sk-Lucie Blvd,
skerxsd'.^sad vfv xl vgrelrpak+r 5r{l;di;aliesixavhel, Th Trass¢aA;eEa;isttrfsS¢itSeedn"Mh; 6:sipa,r inssp;sha Eoyiser. dcvl ilrm;. k¢rx; knitrns trees detieelbi;bl' Fort Pierce, FL 34946
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Job „
Truss
Truss Type
Oty
Ply
Std Pac/6511 EL D
65019
FL01
Floor
1
1
A0808783
Job Reference (optional)
A r rcuur f rcuaara, run i VILKUc, rt_ a4a4o, oesignLa i iruss.com Kun: i.b4u s uct d zu to rnni: d,b4u s uci i zuib mi i ex mausmes, mc. i nu ,tun uu lb:3u:04 zulb rage
ID:W?quLcr?Re?LfzLe98RjH4yHM91-Uor ErOJ21JUewWOrR26k8TE_r2rHSwrygtlMgz8 Z
0-4-8
I —II 1-3-0 2-6-0
1.5x4 11
4x6 11 3x3 = 3x4 =
1 2 3 4
of 1 2-0-0�' 1i
1.5x4 II
1.5x4 11 30 = 3x3 = 3x6 FP=
5 6 7 89
Dead Load Defl. = 1/8 it
3x6 = 1.5x4 II
10 11
SIX
19 18
1.5x4 II 4x6 =
17 16 15 14 13
3x6 FP= 3x6 = 1.5x4 II 1.5x4 II 3x6 =
12
3x4
0-4-8
6-10-8 -17-4-0O0@s88i 6-6-0 81--0 9-0-0 1--0-0 i
7-4-0
0-2-0
LOADING(psf)
SPACING-
2-M
CS1-
DEFL.
in (loc)
I/deft
L/d
TCLL
40.0
Plate Grip DOL
1.00
TC 0.57
Vert(LL)
-0.15 15-16
>999
480
TCDL
20.0
Lumber DOL
1.00
BC 0.71
Vert(TL)
-0.27 15-16
>751
360
BCLL
0.0
Rep Stress Incr
YES
WB 0.66
Horz(TL)
-0.02 12
n/a
n/a
BCDL
5.0
Code FBC2014/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat) *Except*
62: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size)
12 = 1096/Mechanical
1 = 1095/0-4-0 (min.0-1-8)
Max Grav
12 = 1096(LC 1)
1 = 1095(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-942/0, 2-3=-939/0, 3-4=-939/0,
4-5=-2869/0, 5-6=-2869/0, 6-7=-2961/0,
7-8=-2573/0, 8-9=-2573/0, 9-10=-2573/0
BOTCHORD
17-18=0/2178, 16-17=0/2178,
15-16=0/2961, 14-15=0/2961,
13-14=0/2961, 12-13=0/1583
WEBS
1-18=0/1379, 10-12=-1847/0,
10-1 3=0/1 156, 9-13=-302/0, 7-13=-686/0,
5-16=-301/35, 4-18=-1446/0, 4-16=0/806,
6-16=-524/179
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 cc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 94 lb FT = 0%F, 0%E
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{oppighr S 701b A-1 R:oot busses -Anthony L I mbe 01, PI 9epredodion ofthis derument, in am lom, is ptobiWad withonf the written permission homA-i Pool basses-Anthoey r. Tombo 111, P.E,
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO$08784
65019
FL02
Floor
8
1
Job Reference (optional)
Al rcuur I nuaats, rued rtrKL r_, rL .svago, aesignLa-Iiruss.com rcun: i.ogu s uci i zu-Io rnnc: d.ovu s uct d zu-til not 1 ex mausines, inc. i nu .dun ua-Io:.su:uo zu-to rage
ID:W?quLcr?Re?LfzLe98RjH4yHM91-y?PMSAOxp3RLF45aP9ZLGLOMkEMZOvB_BKcav6z8_Z
0-4-8
1-3-0 ni i 2-6-0 1-7-0 2-M 0 03� 1-3-0 i
i� r� r�
Dead Load Defl. = 1/8 it
1.5x4 II 1.5x4 If
4x6 11 3x3 = 3x4 = 1.5x4 11 3x3 = 1.5x4 11 3x6 FP= 3x4 = 3x3 = 4x6 11
1 2 3 4 5 6 7 8 9 10 11 12
0
o op
20 19 18 17 16 15 14 13
1.5x4 11 4x6 = 3x6 FP= 3x6 = 1.5x4 11 3x4 = 4x6 = 1.5x4 11
LOADING (psi)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
20.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2014ITP12007
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat) *Except*
B2: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-6-9 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 1094/04-0 (min. 0-1-8)
12 = 109410-2-12 (min. 0-1-8)
Max Grav
1 = 1094(LC 1)
12 = 1094(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-940/0, 2-3=-937/0, 3-4=-937/0,
4-5=-2878/0, 5-6=-2878/0, 6-7=-2926/0,
7-8=-2926/0, 8-9=-2926/0, 9-10=-935/0,
10-11=-935/0, 11-12=-937/0
BOT CHORD
18-19=0/2175, 17-18=0/2175,
16-17=0/2926, 15-16=0/2926,
14-15=0/2172
WEBS
1-19=0/1377, 12-14=0/1374, 7-15=-355/0,
4-19=-1444/0, 4-17=0/821, 5-17=-343/0,
6-17=426/220, 9-14=-1443/0, 9-15=0/977
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Provide mechanical connection (by others) of truss to
bearing plate at joint(s) 12.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
CSI.
DEFL.
in (loc)
I/defl
L/d
TC 0.76
Vert(LL)
-0.2216-17
>922
480
BC 0.87
Vert(TL)
-0.3716-17
>548
360
WB 0.66
Horz(TL)
-0.06 12
n/a
n/a
(Matrix)
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S)
Standard
17-4-0 1
PLATES GRIP
MT20 244/190
Weight: 96 lb FT = 0%F, 0%E
a
r-
FiaNeq•tlasF @mF.¢d! thin @r'!t IEIW d (DkTY11DlSNSIDHE'eDf:B? 6,7DiQd::ikftlr Inn Yr.@(desiyF ynFwieFsxd FeWa!Fs eFliisTms Des3ge GeviryQM}uA@e FFte<ry i.Trx m, P.L Ieln+aShxtSe;eF sx gFlns FFheFvise file! n @F tDD,alp
WTeiaFuc@rp'ats shFllunel ln@Fl[9uIF Nil. 6rsinss DFsiSelerioxer;I.e,Spud&quex;�nesnl FF FFF TDD;epnnrn Fawepn;eFltN yrtnsirnl eeylnNFynryFnildaTGFEe IeFq.F,APs saTFaskpaed eF@eiDDeAp,adnl%1. Tke dFsgF uneptiul,lutignelNFFs; snFtildp'' Anthony T. Tornbo III, P.E.
.dFuel@isT"fs FnGD!¢yIF@FnFpFF{@ildlFl@FOnn,@eDnu'sediuve/FyntntlFGiltFsOFsinn.udnaNenFlriellLrieriin!@FIFNtrrlfrtyulFFalT.^.d.itegpndcfi@FIDDnlrFrfiFllnFel@e1Fxs,ecl.lnykmdlep,s!urn,ri;earmrFFdGFo�;"Dte@enlprsasa;F! ; 80083
' hW...;'PH. Fnd(NIVIcd:i Fun xleAU@t iDDulh,poh-mdpFild-111e Mllul fF.apsealSFh¢k.Fane445I St. Lucle BIVd.
alanifelthFtlha(nFhAayrttdiFlFvmiFy 6e FD yFlaFs ialAFld. rlFims hsip 6;ieFnnfiDT@eGd&pCesiyaF. FFimeSrshm (ayienr stag lsiN�p. ql nyt!a9ndG!ms neu lFfarlPoR(I. Fort Pierce, FL 34946
TopyriRbID2016A-IRooflrusses-AnthonyT.Tambolll,P.E. Repiodattian of this datcatert, in any form.. is probiblited without the o7illen permission from A-1 Roof Tresses - Anthony T. Tombo Ill, P.E.
Job ,,,
Truss
Truss Type
city
Ply
Std Pad 511 EL D
A0808785
65019
FL03
Floor
2
1
Job Reference (optional)
° Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
04-8
1-3-0 m i 2-6-0
1.5x4 11
46 11 3x3 = 3x4 =
1 9 9 4
Stun: r.b4u s Uci i Zui o rnnr: 1.134U s Ucr r Zu lb Ml I eK Inousmes, Inc. I nu ,Iun ua lo:su:uo Zu1b rage
I D: W?quLcr?Re?LfzLe98RjH4yHM91-y?PMSAOxp3RLF45aP9ZLGLONEEOROvf_BKcav6z8_Z
i 1-1-12 ii 2-0-0
1.5x4 11 3x3 = 3x3 = 3x6 FP=1.5x4 11
5 6 7 8 9
Dead Load Defl. = 118 h
3x6 = 1.5x4 11
10 11
1.5x4 11 4x6 = 3x6 FP= 1.5x4 11 1.5x4 11 3x6 = 3x4 =
3x6 =
6 4-8
7-10-12
1-0-0 ' 1-0-0 '
Plate Offsets (X Y)—
[1:0-3-0 Edge] [13:0-1-12,Edge], [18:0-2-8,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 40.0
Plate Grip DOL 1.00
TC 0.66
Vert(LL)
-0.19 13-14
>999
480
TCDL 20.0
Lumber DOL 1.00
BC 0.75
Vert(TL)
-0.33 13-14
>643
360
BCLL 0.0
Rep Stress Incr YES
WB 0.69
Horz(TL)
0.02 12
n/a
n/a
BCDL 5.0
Code FBC2014fTP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat) *Except*
B2: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
12 = 1147/0-5-8 (min.0-1-8)
1 = 1147/0-4-0 (min.0-1-8)
Max Grav
12 = 1147(LC 1)
1 = 1147(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-988/0, 2-3=-986/0, 3-4=-986/0,
4-5=-3085/0, 5-6=-3085/0, 6-7=-3257/0,
7-8=-2756/0, 8-9=-2756/0, 9-10=-2756/0
BOY CHORD
17-18=0/2310, 16-17=0/2310,
15-16=0/3257, 14-15=0/3257,
13-14=0/3257, 12-13=0/1666
WEBS
1-18=0/1448, 4-18=-1546/0, 4-16=0/904,
5-16=-298/24, 6-16=-601/105,
10-12=-1944/0,10-13=0/1273,
9-13=-343/0, 7-13=-785/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 97 lb FT = 0%F, 0%E
s�;ej-rla:F n�rrF�al F:n:.eF �A I NCi 1�;iS5siEtIEE`7, 6fgfiAt lEiblS B fOrEirIf9SNSfOtl(l6ifi? 40ggh:yfa+E+trfF�. stray an;n Emrinus�anoaea�s tF lmst�sF ee;igSGYt91ir�IhLSU±IIIt tllfl6f r.1PE%IA.FE rAU3:ESEeet s.+re as 9elus etEfrviseshni a lkF ND,af1
Wirksurxmr r�F'es sidlEe ntIM6EIDD§ls n6a. ai 11riF1 U:SilL(<_2Merat„pentiJ EFpree='plaeSN lr lE1lED:tE1?StttfineEpF9.EtrlEf lr4�tSYFCEItEpMNIFSfES!"nEild/fitRt dlt'p1:fCSt dzlmFfepinedreP.e TlDrir. uln iqd. l4 aev a"eptuss,nre nNmFn,sr�rFEa�q Anthony T. Tombo lII, P.E.
ed Fud�itlrats?erFrylF;lertl is 6F rasausRilnrdt bnx, ke gezre'so:6iccEAop!v1w8F G71eiFr btsagev, d!k udutdtlelir.YFE lirnitlt le�nteidryuae ud l?Id.1legpemtdtkE lOg ua eEftidaEtrdlEeltns, odFBFrfmd!a; ib�aE, IFshlidue udEnAsgsYFS EE�erEs<auA:?rd :80083
' axrd:aAfCPSrFEfaalEo^Uwt. QIEdKSEIEnICIffleQeianllt9m[PiwaylflEllltsinEEldlairlffreFA'Q9ISn9rldauetitF(lCrlffENnie39r1rlsElit(lereitlnn;edkr3¢Frafpilun. Ifi1l�2:IFRSiE!FESIFBFW''i1EFQdEA:IIOiM2fRSFUEfISrU,tFwseEr.9,:.lixna,alm;s!:�Er;m:,Er,�:ess 4451 St. Lucie Blvd.
e� dEtEhFdyaru mayFEe p rl,knnFgermr meslnnlrt inrnsstn pEFlieterlseete Gangue yrcwinssSrnE,rafiFEFFd.1hi il. All mNa ufre:msunnkbaiienfl. Fort Pierce, FL 34946
TopyrighlO2016A-ItoofTmsses-AAthonyT.Tomboill,P.T. Reprodo6ionofthisdotnment, ill Any form,isprohibitedwiJhootAewrittenpermissionhomA-IRoof Tresses- Way T.TomboIII, P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0908786
65019
FL04
Floor
1
1
Job Reference (optional)
Al KUUF I KU55tS, rUK I NItKGt, I-L ;1494b, tlesignCapaltruss.com
0-4-8
1-3-0 2-6-0
1.5x4 II
4x6 11 3x3 = 3x6 = 1.5x4 11
1 2 3 4 5
Kun: /.b4U s uct s, ZUl b runt: /.b4U s uct r zwo mi i eK mOUsines, Inc. I nu Jun uu 1,:3U:Ub zulo rage
I D: W?q u Lcr?Re?LfzLe98 RjH4yH M 91-QBzkf W PZaMZCtEg mzs4a pZYXJeiZI KF8 P_M8 RZz8_2
2-0-0 „ 1-2-14 ,
Dead Load Defl. = 1/4 it
1.5x4 II
3x3 = 3x6 FP-- 3x3 = 1.5x4 11 4x6 = 1.5x4 II
6 7 8 9 10 11 12
1.5x4 11 5x6 = 3x6 = 3x8 MT20HS FP-- 3x3 = 4x6 = 3x6 =
1.5x4 11
20-8-14
Plate Offsets (X,Y)—
[1:0-3-0,Edgel, [14:0-1-8,Edge],
[18:0-2-12,Edgel, r19:0-2-8,Edgel,
[20:Edge,0-0-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud-
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.71
Vert(LL)
-0.27 14-15
>898
480
MT20
244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.88
Vert(TL)
-0.49 16-18
>500
360
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.80
Horz(TL)
0.02 13
n/a
n/a
BCDL 5.0
Code FBC2014/TP12007
(Matrix)
Weight: 109 lb
FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat) *Except*
T2: 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-13 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
13 = 131610-6-0 (min.0-1-8)
1 = 1316/0-4-0 (min. 0-1-8)
Max Grav
13 = 1316(LC 1)
1 = 1316(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1140/0, 2-3=-1138/0, 3-4=-1138/0,
4-5=-3815/0, 5-6=-3815/0, 6-7=-4290/0,
7-8=-4290/0, 8-9=-4290/0, 9-10=-3314/0,
10-11=3314/0
BOT CHORD
18-19=0/2735, 17-18=0/4290,
16-17=014290, 15-16=014290,
14-15=0/4091, 13-14=0/1945
WEBS
1-19=0/1671, 7-15=-361/0, 4-19=-1865/0,
4-18=0/1260, 5-18=-375/0, 6-18=-858/0,
11 -1 3=-2269/0, 11-14=0/1598,
10-14=-307/0, 9-14=-906/0, 9-15=-71/641
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used. in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
Tfomdt�dhett ldwtsr`dd«n:rtie'Lld¢¢F1dCSSES; iftta j,H¢ELdF1EWS8(Ottdll¢3S(Usi9!1('67r3'6�Iq¢rr3fUUfbi'hsm.trittdesisstamefnsmd rzalo4ksalils tnss:es��ruvi>IPC�¢}aAhelelNrt t.Lmiv l¢;P.Elefaaea56nl8:hreose. 0elosdlErcise s6,doske tD¢, ae;r
¢�Te'e:urxsbrt!xe; sitllSe ndlfd,RelC¢nhn¢d. Rselnss¢tsip Es iserli.e,Sinatht 6tmtoanssnleeatmutimsetsmmepa+:erYrterse'sssiral npadigserin<.ilu,¢tu�iespsfG 00STasshNand e:Re10¢olt, ufn T?I1. IN dnpascrimm; lSdgMoms; suRl4dl Anthony T. TORIbO III, P.-E.
ati—IrASIMs fornhiltS;i591rt;psn10dtslk;¢n.,IFa¢razis dAlsri:tdotvlw8e 10imt¢esiwo,setlaritsid lit MGM Xof 41leNhftii odecll?"I. Retgptrei sd1i'Masd.Nit .sedlae irns,¢1duyMd6sy 4trnt, ixsh¢eese sedlntly sx¢kyensjes559Sjtfi 80083
' dxta dnyhrsi :ssd(ao)Na.l:i sites aleAietkel¢¢rl lSepxaasmdyultlats stlA leillut&mToulSsh¢ICn&Cio ll6rtpNisttd9t lfl�l St(i ne,eioesMNr desEitl idesre.111desi.sa;usttesk`hu erg&trolINintss¢esitso; I= ump EeO." aATressusodnlcrn,mtn 4451 $t. Lucie Blvd.
e'h'.141t! dthltd6yatnlaMadiEld'rjsl ld radlet se 1¢ twits dmd5td. I!: Test hsi�utiaetr is F¢I dt:694y Crsdtet,, nTnss StDes Cotisxr d mq still®t. d¢ mtt!eiirtdte:ns e,sas d44.-i id Its1. Fort Pierce, FL 34946
- Copyright02816A-1bolTresses-Anthon 1.TdmhoIII, P.E. Re todustiess of this dotemert, in any form, is PmhihBedwithout The wriitea permissionfromAlRoolTrusses- Anthoo ttomholll,P.E.
Job „
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808787
65019
FL05
Floor
5
1
Job Reference (optional)
A Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
0-4-8
1-3-0�"r i 2-6-0
3x3 =
5x6 11 1.5x4 11 3x6 =
1.5x4 II
rcun: f.b4U s Uct i ZUib runt: r.b4U s Uct i ZUiq nnl I eK Inoustnes, Inc. I nu ,tun ua 1ssU:ub ZUib rage
ID: W?quLcr?Re?LfzLe98RjH4yHM91-QBzkfWPZaMZCtEgmzs4apZYaQeh91Kg8P_MBRZz8_Z
2-0-0 „ 1-10-12
Dead Load Defl. = 1/4 it
3x3 =
3x3 = 1.5x4 11 3x6 FP= 1.5x4 11 4x6 = 1.5x4 11
1.5x4 11 5x6 = 302 MT20HS FP-- 1.5x4 II 3x3 = 4x6 = 3x6 =
3x6 =
4
214-12
V-
21-0-4
Plate Offsets (X,Y)-
[1:0-3-0,Edge), [14:0-1-8,Edge),
[19:0-2-8,Edgej
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in- (loc)
I/deft
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.57
Vert(LL)
-0.34 14-15
>738
480
MT20
244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.91
Vert(TL)
-0.61 14-15
>412
360
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.82
Horz(TL)
0.03 13
n/a
n/a
BCDL 5.0
Code FBC2014/TP12007
(Matrix)
Weight: 112 Ib
FT = O%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat) "Except'
T2: 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-11-5 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
13 = 1358/0-5-8 (min. 0-1-8)
1 = 1358/0-4-0 (min. 0-1-8)
Max Grav
13 = 1358(LC 1)
1 = 1358(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1179/0, 2-3=-1176/0, 3-4=-1176/0,
4-5=-3986/0, 5-6=-3986/0, 6-7=-4575/0,
7-8=4575/0, 8-9=-3457/0, 9-10=-3457/0,
1011=-3457/0
BOT CHORD
18-19=0/2844, 17-18=0/4575,
16-17=0/4575, 15-16=0/4575,
14 15=0/4303, 13-14=0/2018
WEBS
1-19=0/1728, 7-15=-304/0, 4-19=-1946/0,
4-18=0/1333, 5-18=-368/0, 6-18=-981/0,
11 -1 3=-2355/0, 11-14=0/1679,
10-14=298/0, 8-14=-988/0, 8-15=47/683
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plate(s) at joint(s) 20, 13, 12, 1, 9, 2, 3, 19, 16, 6, 15,
7, 4, 18, 5, 11, 14, 10 and 8 checked for a plus or minus
0 degree rotation about its center.
4) Plate(s) at joint(s) 17 checked for a plus or minus 5
degree rotation about its center.
5) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other, means.
7) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
8) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
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CopyrightO2016A-1RoofTrusses -Anthony LTomboIII, P.E. ReproduRinnofthisdommea,inanyform,isInobibitedniibuilhenlitlenpermissionfromA-IRoofTrusses-Anthony1.TombIII,P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808788
65019
FL06
Floor
1
1
Job Reference (optional)
Al Kuvr I KusStS, t-UK I rltKla, t-L J4U4b, Oesign(mallnlss.com Kun: /.b4U S uct / zulb runt: f.b4U s uci f zulb mi 1 eK 1n0usines, Inc. I nu Jun uu ln:Ju:ui zulb rage
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0-4-8
2-6-0 2� 2-2 12 -3-0 I
Dead Load Defl. = 1/4 it
4x6 = 1.5x4 11 3x6 11
1.5x4 11 3x6 = 1.5x4 11 3x3 = 1.5x4 11 1.5x4 11 3x6 FP= 1.5x4 I I 3x3 = 3x3 =
4x6 11 5x6 = 3x6 FP= 3x6 11 4x6 11 5x6 = 3x6 = 1.5x4 11
3x6 FP=
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.62
Vert(LL)
-0.24 18-21
>817
480
TCDL 20.0
Lumber DOL
1.00
BC 0.80
Vert(TL)
-0.46 18-21
>414
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.57
Horz(TL)
0.03 16
n/a
n/a
BCDL 5.0
Code FBC2014/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat) *Except*
Ti: 2x4 SP M 30(flat)
BOT CHORD 2x4 SP No.2(flat) *Except*
B4,B3: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puffins, except end verticals:'
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
22 = 1016/0-7-4 (min.0-1-8)
13 = 346/0-4-0 (min.0-1-8)
16 = 1537/0-8-0 (min.0-1-8)
Max Grav
22 = 1021(LC 3)
13 = 386(LC 7)
16 = 1537(LC.1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2467/0, 3-4=-2467/0, 4-5=-2181 /0,
5-6=-2181/0, 6-7=-2181/0, 7-8=0/337,
8-9=0/337, 9-10=0/324, 10-11=-314/0,
11 -1 2=-314/0, 12-13=-316/0
BOT CHORD
21-22=0/1541,20-21=0/2667,
19-20=0/2667, 18-19=0/2667,
17-18=0/2181, 16-17=0/1482, 15-16=0/366
WEBS
11 -1 5=-262/0, 13-15=01461, 6-17=462/0,
9-16=-320/0, 2-22=-1780/0, 2-21=0/1068,
3-21=-270/0, 4-18=-616/0, 7-16=-1939/0,
7-17=0/1193, 10-16=-607/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
10
PLATES GRIP
MT20 244/190
Weight: 141 lb FT = 0%F, O%E
t
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808789
65019
FL07
Floor
2
1
Job Reference (optional)
' Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
2-6-0
1.5x4 11 4x8 = 1.5x4 11 3x4 =
1 2 3 Tj 4
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0-4-8
2-0-0 s-l4 a �-3-0
Dead Load Defl. = 318 it
3x3 11 1.5x4 11 5x6 11
1.5x4 11 1.5x4 11 3x6 FP-- 1.5x4 11 4x6 = 3x3 =
5 6 7 8 9 10 1112 13
-?jig1
e e
e
!1 20 19 18 17 16 15 14
3x6 = 4x8 = 3xl2 MT20HS FP-- 3x4 = 3x3 II 4x6 =
10-4-8 Al
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
I/deft
Ud-
TCLL 40.0
Plate Grip DOL
1.00
TC 0.77
Vert(LL)
-0.38 18-20
>702
480
TCDL 20.0
Lumber DOL
1.00
BC 0.95
Vert(TL)
-0.73 18-20
>365
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.88
Horz(TL)
0.03 13
n/a
n/a
BCDL 5.0
Code FBC2014/TPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat) *Except`
T1: 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-5-2 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (lb/size)
13 = 145010-4-0 (min. 0-1-8)
21 = 145010-7-4 (min. 0-1-8)
Max Grav
13 = 1450(LC 1)
21 = 1450(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3761/0, 3-4=-3761/0, 4-5=-5218/0,
5-6=-5218/0, 6-7=-5218/0, 7-8=-4373/0,
8-9=-4373/0, 9-10=4373/0,
10-11=-1258/0, 11-12=-1258/0,
12-13=-1261 /0
BOT CHORD
20-21=0/2171, 19-20=0/4763,
18-4 9=0/4763, 17-18=0/5218,
16-17=0/5083, 15-16=0/3077
WEBS
13-15=0/1848, 5-18=-338/0,
6-17=-510/117, 2-21=-2533/0,
2-20=0/1855, 3-20=-290/0, 4-20=-1170/0,
4-18=0/862, 10-15=-2123/0, 10-16=0/1512,
9-16=-315/0, 7-16=-876/0,
7-17=-203/728
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plate(s) at joint(s) 19 checked for a plus or minus 5
degree rotation about its center.
4) Plate(s) atjoint(s) 1, 14, 8, 12, 13, 11, 15, 18, 5, 17,
6, 21, 2, 20, 3, 4, 10, 16, 9 and 7 checked for a plus or
minus 0 degree rotation about its center.
5) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
8) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
5x8 = 1.5x4 II
0
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 119 Ib FT = 0%F, 0%E
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I,-
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Coppigh102016A-fRoollriisses-Anthony LTomboIll, P.E. Reinoifussin of this do(amerl, in any form is inobibited withmia the written permission from A -I Roof Tresses- Andony L Tombo 111, P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808790
65019
FL08
Floor
4
1
Job Reference (optional)
Al KUUt- I KUSSLS, I -UK I NILKGL, VL 34946, aesign(daltruss.com
2� 6-0
1.5x4 11 4x8 = 1.5x4 11 3x4 =
1 2 3 4
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opj 2-0-0�„ 2-4-10
rtr,�
1.5x4 II 1.5x4 II
3x6 11 3x6 FP= 3x4 =
5 6 7 8 9
Dead Load Defl. = 5116 i1
1.5x4 11 4x8 = 1.5x4 11
10 11 12
1
1
e r
e �
3x6 = 4x8 = 3x12 MT20HS FP-- 3x4 = 4x8 = 3x6 =
1.5x4 11
5x6 11
12-10-12
10-9-4 11-9-4 , 12-9-4 ,, 23-0-6
10-9-4 1-M I 1-M 11 10-1-10
n_1_t
Plate Offsets (X,Y)-
[1:Edge,0-0-121, 114:0-3-0,Edgel, [15:0-1-8,Edgel, [19:0-3-8,Edgel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.71
Vert(LL)
-0.36 16
>756
480
MT20
2441190
TCDL 20.0
Lumber DOL 1.00
BC 0.90
Vert(TL)
-0.70 15-16
>392
360
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.92
Horz(TL)
0.13 13
n/a
n/a
BCDL 5.0
Code FBC2014/TP12007
(Matrix)
Weight: 119 lb
FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat) 'Except'
62: 2x4 SP M 31(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
13 = 1489/0-5-8 (min.0-1-8)
20 = 1489/0-7-4 (min.0-1-8)
Max Grav
13 = 1489(LC 1)
20 = 1489(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3889/0, 3-4=-3889/0, 4-5=-5500/0,
5-6=-5500/0, 6-7=-5497/0, 7-8=-5497/0,
8-9=-5497/0, 9-10=-3889/0,
10-11=-3889/0
BOT CHORD
19-20=0/2234, 18-19=0/4961,
17-18=0/4961, 16-17=0/5497,
15-16=0/5497, 14-15=0/4958,
13-14=012234
WEBS
6-16=-488/340, 7-15=-339/0,
2-20=-2608/0, 2-19=0/1931, 3-19=-293/0,
4-19=-1251/0, 4-17=0/761, 5-17=-544/302,
6-17=-949/846, 11-13=-2607/0,
11-14=0/1931, 10-14=-296/0,
9-14=-1248/0,9-15=0/926
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plate(s) at joint(s) 18 checked for a plus or minus 5
degree rotation about its center.
4) Plate(s) atjoint(s) 1, 13, 12, 8, 16, 6, 15, 7, 20, 2,
19, 3, 4, 17, 5, 11, 14, 10 and 9 checked for a plus or
minus 0 degree rotation about its center.
5) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Old
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
LOAD CASE(S)
Standard
I,
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Pni9 Y P Y P P Y
Job .
Truss
Truss Type
City
Ply
Std Pac/6511 EL D
A0808791
65019
FL09
Floor
8
1
Job Reference (optional)
-y' Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
'd
W8
0-3-0
H 1 2-6-0
1.5x4 II
3x6 = 3x6 = 1.5x4 11
1 2 3
Kun: r.b4u s Uct r zuio runt: /.b4u s Uct r zuio mi i eK mausines, inc. i nu .dun ua ib:su:ua zu1b rage
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9-5-12 2-0-0
a� r——I
3x4 11 Dead Load Deft. = 3116 it
1.5x4 11 3x3 = 3x6 FP= 1.5x4 11 3x6 = 1.5x4 11
4 5 6 7 8 9 10
3x8 = 3x8 MT20HS FP-- 3x4 11 1.5x4 11 3x6 = 3x4
3x6 = 1.5x4 SP--
9-7-4 , 10-7-4
1-0-0 11-0-0 0 00
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.92
Vert(LL)
-0.23 14-16
>952
480
TCDL 20.0
Lumber DOL
1.00
BC 1.00
Vert(TL)
-0.40 14-16
>552
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.64
Horz(TL)
0.08 11
n/a
n/a
BCDL 5.0
Code FBC20141TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat) *Except*
B2: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing,
Except:
1-4-12 oc bracing: 14-16.
REACTIONS. (lb/size)
11 = 1185/Mechanical
17 = 1170/0-5-8 (min. 0-1-8)
Max Grav
11 = 1185(LC 1)
17 = 1170(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2923/0, 3-4=-2923/0, 4-5=-347010,
5-6!t-3470/0, 6-7=-2877/0, 7-8=-2877/0,
8-9=-2877/0
BOT CHORD
16-17=0/1796, 15-16=0/3453,
14-15=0/3453, 13-14=0/3470,
12-13=0/3470, 11-12=0/1728
WEBS
5-14=-397/214, 2-17=-2059/0,
2-16=0/1316, 3-16=-303/0, 4-16=-675/0,
4-14=-315/524, 9-11=-2017/0,
9-12=0/1341, 8-12=-342/0, 6-12=-886/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Refer to girder(s) for truss to truss connections.
5) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
18-5-12
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 99 lb FT = O%F, O%E
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ndredki;irnsMng Bx'CeT;s T. Tombo lII, P.E
lie
80083
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
FL10
Floor
1
1
A0808792
Job Reference (optional)
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2-6-0 f�1�5 2-0-0 P4
1�
Dead Load DeB. = 3/16 it
3x4 11 3x4 11
1.5x4 11 3x6 = 1.5x4 11 1.5x4 11 1.5x4 11 3x6 FP= 1.5x4 11 3x6 = 1.5x4 11
1 2 3 4 5 6 7 8 9 10 11
Ti
3x6 =
19 17 1s 15 gn 1A 91 13
3x8 = 3x8 MT20HS FP-- 3x4 II
9-3-10
3x4 11 3x8 =
10-5-2
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/deft
Ud
TCLL 40.0
Plate Grip DOL
1.00
TIC 0.83
Vert(LL)
-0.34 17-18
>660
480
TCDL 20.0
Lumber DOL
1.00
BC 0.58
Vert(TL)
-0.48 17-18
>466
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.65
Horz(TL)
0.07 12
n/a
n/a
BCDL 5.0
Code FBC2014/rP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 31(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
12 = 1201/0-5-8 (min.0-1-8)
18 = 1201/0-5-8 (min.0-1-8)
Max Grav
12 = 1201(LC 1)
18 = 1201(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2933/0, 3-4=-2933/0, 4-5=-3567/0,
5-6=-3567/0, 6-7=-3567/0, 7-8=-2933/0,
8-9=-2933/0, 9-1 0=-2933/0
BOT CHORD
18-19=0/1755,17-19=0/1755,
16-17=0/3524, 15-16=0/3524,
15-20=0/3567, 14-20=0/3567,
14-21=0/3524, 13-21=0/3524,
13-22=0/1755, 12-22=0/1755
WEBS
5-15=-481/188, 6-14=-481/188,
2-18=-2049/0, 2-17=0/1374,3-17=-302/0,
4-17=-733/0, 4-15=-254/601,
10-12=-2049/0, 10-13=0/1374,
9-13=-302/0, 7-13=-733/0, 7-14=-254/601
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
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 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.
5) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
LOAD CASE(S)
Standard
3x6 =
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 98 lb FT = 0%F, O%E
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Job -ay,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
FL11
Floor
1
1
A0808793
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. Thu Jun 09 15:30:10 2016 Page
ID: W?quLcr?Re?LfzLe98RjH4yHM91-JyCFVuS4db4eMr_XCi9 WzPjGfFA7h IijKcKLZKz8_Y
2-6-7 2-0-0 i i 2-5-2
1.5x4 11 3x3 = 1.5x4 11
1 2 3 3x3 = 4
3x3 =
2-9-7 1 3-9-7 4-9-7 7-5-10
2-9-7 1-0-0 1-0-0 2-8-2
Plate Offsets (X,Y)— j1:Edge,0-0-121
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in (loc) I/defl L/d
TCLL
40.0
Plate Grip DOL
1.00
TC 0.56
Vert(LL)
-0.05
7-8
>999
480
TCDL
20.0
Lumber DOL
1.00
BC 0.39
Vert(TL)
-0.07
7-8
>999
360
BCLL
0.0
Rep Stress Incr
YES
WB 0.19
Horz(TL)
0.01
5
n/a
n/a
BCDL
5.0
Code FBC2014/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-M oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
8 = 477/0-4-8 (min. 0-1-8)
5 = 477/Mechanical
Max Grav
8 = 477(LC 1)
5 = 477(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-567/0
BOT CHORD
7-8=0/567, 6-7=0/567, 5-6=0/567
WEBS
2-8=-656/0, 3-5=-663/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
3x3 =
PLATES GRIP
MT20 244/190
Weight: 39 lb FT = 0%F, 0%E
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO$08794
65019
FL12
Floor
1
1
Job Reference (optional)
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I 2-6-0 i ! 2-0-0 ,OH5
1.5x4 II
3x3 11 3x4 = 1.5x4 11 3x3 = 3x6 11
1 2 3 4 5 6
T1
Dead Load Defl. = 1/16 it
3x4 = 1.5x4 11
7 8 -
VI
W
RI
� A•
6
15 13 16 12 17 11 10 18 9
3x6 = 3x6 = 1.5x4 11 1.5x4 11
5x6 =
5-3-0 6-1
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.66
Vert(LL)
-0.35 13-14
>501
480
MT20 2441190
TCDL 20.0
Lumber DOL
1.00
BC 0.76
Vert(TL)
-0.46 13-14
>375
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.45
Horz(TL)
0.04 9
n/a
n/a
BCDL 5.0
Code FBC20141TPI2007
(Matrix)
Weight: 81 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
14 = 939/0-7-4 (min. 0-1-8)
9 = 939/Mechanical
Max Grav
14 = 939(LC 1)
9 = 939(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2068/0, 3-4=-2068/0, 4-5=-2163/0,
5-6=-2052/0, 6-7=-2052/0
BOT CHORD
14-15=0/1351, 13-15=0/1351,
13-16=0/2163, 12-16=0/2163,
12-17=0/2163, 11-17=0/2163,
10-1 1=0/2163,10-18=0/1326, 9-18=0/1326
WEBS
5-11=-462/266, 7-9=-1547/0, 7-10=0/848,
5-10=-765/419, 3-13=-288/0,
2-14=-1567/0, 2-13=0/836, 4-13=-374/196
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections.
4) 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.
5) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
F
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Job a
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808795
65019
FL13
Floor
8
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. Thu Jun 09 15:30:11 2016 Page
2-6-0 ,
3x4 =
2
I D: W?quLct?Re?LfzLe98RjH4yHM91-nBmdiETiOvCU_?YklPgl WcFOrfNBQgftZG3u5mz8_Y
1� 5-3I 200 0-9-3
Dead Load Defl. = 1/8 it
1.5x4 11 3x3 = 3x3 = 1.5x4 11 3x4 = 1.5x4 11
3 4 5 6 7 8
V
6' 6'
s'
13 12 11 10 9
3x6 =
3x6 = 1.5x4 11 1.5x4 11 3x6 =
3x4 =
6-11-3
1-0-0 1 1-0-0
1
6-1-11
LOADING(psf)
SPACING-
2-0-0
CSI-
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL_ 40.0
Plate Grip DOL
1.00
TC 0.66
Vert(LL)
-0.13 1213
>999
480
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.98
Vert(TL)
-0.22 12-13
>817
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.46
Horz(TL)
0.05 9
n/a
n/a
BCDL 5.0
Code FBC2014/TP12007
(Matrix)
Weight: 82 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (lb/size)
14 = 96810-7-4 (min. 0-1-8)
9 = 968/Mechanical
Max Grav
14 = 968(LC 1)
9 = 968(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2162/0, 3-4=-2162/0, 4-5=-2302/0,
5-6=-2141 /0, 6-7=-2141 /0
BOT CHORD
13-14=0/1399, 12-13=0/2302,
11 -1 2=0/2302, 10-11=0/2302, 9-10=0/1373
WEBS
2-14=-1622/0, 2-13=0/890, 3-13=-291 /0,
4-13=-434/42, 7-9=-1602/0, 7-10=0/897,
5-10=-584/20
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
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� Fort Pierce, FL 34846
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
FL14
Floor
3
1
A0808796
Job Reference (optional)
Al KUUt- I Ku55t5, t-UK I NItKGt, rL J4846, oeslgn(alaltnlss.com F(un: /.64U s Uct / 2U1b runt: /-ti4U s Uct / 2U1b MI I eK IndUStneS, Inc. I hu Jun U9 15:3U:11 2U16 Nags
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2-6-0 0-11-2 2-0-0
3x4 = 1.5x4 II
2 3
Dead Load Defl. = 1116 h
1.5x4 II
4 3x4 = 5
. ...........................
�111
I J
Q.
4•
8 7 6
'4v'7 — 1 rvd 11
3x6 =
3x4
3-9-10
1-0-0
1-0-0
2-9-0
Plate Offsets (X,Y)—
[2:0-1-8,Edgel, [4:0-1-8,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI:
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.51
Vert(LL)
-0.09 8-9
>999
480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.55
Vert(TL)
-0.15 8-9
>648
360
BCLL 0.0
Rep Stress Incr YES
WB 0.35
Horz(TL)
0.02 6
n/a
n/a
BCDL 5.0
Code FBC2014fTP12007
(Matrix)
Weight: 41 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
9 =
544/0-7-4 (min. 0-1-8)
6 =
544/Mechanical
Max Grav
9 =
544(LC 1)
6 =
544(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1243/0, 3-4=-1243/0
BOT CHORD
8-9=0/1179, 7-8=0/1243, 6-7=0/1243
WEBS
2-9=-1243/0, 2-8=-25/292, 4-6=-1311/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
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Job a
Truss
Truss Type
Oty
Ply
Std Pac/6511 EL D
A0808797
65019
FL15
Floor
1
1
Job Reference (optional)
Al KUUI- I KUSStS, t-UK I V ILKUt, t-L 34bJ4b, aesignLal truss.com Kun: r.b4u s UCt i zul o rnnt: 1.b4u s UCE r zul b mi I eK 4nausines, Inc. I nu Jun uU l0:,1u:lz Lulb rage
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2-1-4 2-0-0 2-6-6
1.5x4 II
8
3x3 =
2
3 3x3 =
3x3 =
7
1.5x4 II
6 5
1.5x4 II
3x3 =
±A-4 7-1-10
1-0-0 2-9-6
Plate Offsets (X,Y)--
(1:Edge,0-0-121
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL_
in
floc)
I/deft
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.57
Vert(LL)
-0.05
5-6
>999
480
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.44
Vert(TL)
-0.08
5-6
>999
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.17
Horz(TL)
0.01
5
n/a
n/a
BCDL 5.0
Code FBC2014/TP12007
(Matrix)
Weight: 38 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
8 =
456/Mechanical
5 =
456/Mechanical
Max Grav
8 =
456(LC 1)
5 =
456(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-512/0
BOT CHORD
7-8=0/512, 6-7=0/512, 5-6=0/512
WEBS
2-8=-623/0, 3-5=-593/0
NOTES-
1) Unbalanced floor live loads have been considered for
this -design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Qty
Ply
Std Pad 511 EL D
A0808798
65019
FL16
Floor
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. Thu Jun 09 15:30:12 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-FLK?waUK9CKLb97wJ7B_2gobH3to9B90owpSeCz8_Y
1.5x4 II 3x3 = 1.5x4 II
11 2 3 3x3 = 4
2
131
iN1
7 6 5
1 rvA II 1 rvA II
3x3 =
3x3 =
2-9-0
3-904 9-0
7-6-6
2-9-0
1-0-0 1-0-0
2-9-6
Plate Offsets (X,Y)—
(1:Edge,0-0-121
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.55
Vert(LL)
-0.05
5-6
>999
480
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.38
Vert(TL)
-0.06
5-6
>999
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.19
Horz(TL)
0.01
5
n/a
n/a
BCDL 5.0
Code FBC2014/TPI2007
(Matrix)
Weight: 39 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-M oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
8 = 481/0-5-8 (min. 0-1-8)
5 = 481/Mechanical
Max Grav
8 = 481(LC 1)
5 = 481(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-578/0
BOT CHORD
7-8=0/578, 6-7=0/578, 5-6=0/578
WEBS
2-8=-671 /0, 3-5=-669/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Oty
PIY
Std Pac/6511 EL D
65019
FL17
Floor Supported Gable
1
1
A0808799
Job Reference (optional)
:► Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com
0
Kun: r.o4u s uct r zu-ia rnnu r.o4u s uct i zu io mueK inausmes, inc. f nu ,iun ua -ia:,1u:1z zu1b rage
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2
3
4
5
6 7
T
I
T
i
l i
T
I
T
i
T
33
1
I'
I
t
13 12 11 10 9 8
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.10
Vert(LL)
n/a -
n/a
999
TCDL 20.0
Lumber DOL
1.00
BC 0.03
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.04
Horz(TL)
0.00 8
n/a
n/a
BCDL 5.0
Code FBC2014/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
OTHERS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 6-10-14.
(lb) - Max Grav
All reactions 250 lb or less at joint(s)
13, 8, 12, 11, 10,9
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) All plates are 1.5x4 MT20 unless otherwise indicated.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) "Semi -rigid pitchbreaks with fixed heels" Member end
ffxit;j model was used in the analysis and design of this
truss.
7) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
3x3 =
PLATES GRIP
MT20 244/190
Weight: 35 lb FT = 0%F, 0%!E
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
GE1
GABLE
1
1
A0808800
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. Thu Jun 09 15:30:13 2016 Page
ID:W?auLcr?Re?LfzLe98RiH4vHM91-iXuO7wVvwWSCDli6taiDblLttTGnuaD90ZY?Afz8 V
a
0
0
4x4 =
3x4: 3x4 15 14 13 12 11
3x4 ,. 3x4 z�,--
5x6 =
18-7-0
18-7-0
Plate Offsets (X,Y)—
[13:0-3-0,0-3-0)
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 0.12
Vert(LL)
-0.00
8
n/r
120
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.14
Vert(TL)
-0.00
8
n/r
120
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.08
Horz(TL)
0.00
9
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
Weight: 62 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 6-0-0 oc
purlins.
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. All bearings 18-7-0.
(lb) - Max Horz
1=-103(LC 17)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
9, 13 except 16=-159(LC 8),
10=-170(LC 9), 14=-152(LC 8), 15=-212(LC
12), 12=-152(LC 9), 11=-212(LC 13)
Max Grav
All reactions 250 lb or less at joint(s)
1, 16, 10, 9, 13, 14, 15, 12, 11
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-15=-182/257. 7-11 =-1 82/256
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, 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=1.60 plate
grip DOL=1.60
3) All plates are 1.5x4 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) Gable requires continuous bottom chord bearing.
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)1, 9, 13 except (jt=lb) 16=159, 10=170, 14=152
, 15=212, 12=152, 11=212.
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
§'na Piaasi!Sxaa yrnisrna OWOFilbi3E4i SE[[ii'j. IFISUE!!di6E09pi004S t3�S.i.D..YM"IUEi!';!(KPDG?E IiraT?Hra.4 iftle!i,�taimtles eedi>tf»hi Fa t&tTrois(ksFp kreiv;;�06jic3'be kr„laari.TsaSi EG�P.E,letneep5lvtidatsse, irlsa? er3a.�ctiitaRtri30. h
Nlidisre�erjints Rile Fsedhr�t lF UL•F�d. Ii0E3Ft3Re3tj0' k"ni4tefi'..C:�7Yq...,.poli?fI FF4tYIsO riuese�sma;L�szuFareput3s�ia sq"3mg3.:PiF:s rtt(aroe�s�gadaarq�alR3sdrp�FdFnd: r¢ (;, Foreimt. ird:a(F Fs aE-se3; ta: �d.n�.i..s..i, miry Anthony T. Tombo IL, P.E.
elf 13f d131ilms1a3sy Ik53R41ESrFei.J!!i(bM gtt5.ss6tFers idWZa�IJ!dMBifiE'ri442iM,i91N:4LlLtF/RI:(,til(ICIteliO(la:;SflpolP�t,).Y�(Red O:[k41:64t}Q)ficl}rsFt(He Lrtk'F3'rsekp.itN¢',a:Y12tF0d (:gPjlllp 3t (Itilywu.P.71E 80083
'(srtius�Pro:ytirmdf3nme.mmt3sdsuu�sraaiE..lFsa3of;�a :owedliar(c,a tsdnwa: aeusq�:sdgsneuuiFrztbt,arxyEedlM�F.EPtfde°a, daatsdt"Imshsips,lost 6sipsya3,rssfarausfa r,*r. 4451iLucleBlyd.
d4u�;.d>_imdifeisFhrlsprx}Fpak•r°hpti e'.'PaUn ianhef. ils lnss Oailsfrl iais 101ge1nifif D:siper,a finis SnhR Et}iast livi Fildbf. f9iF}ibEtedtnrsaenie(ieee is ifbi' Fort pierce, FL 34946
Zt fopytigltS2016A-itoo] Losses-Ant6anyi.Tnm6olif,P.E. Aepredodianalibis demment,isany lemm,isptabibiledxifbauttberrinenFesmissionfiamA-ltoaMares-Antbaayr.Tombs III, P.E.
Job a
Truss
Truss Type
city
Ply
Std Pae/6511 EL D
65019
GE2
GABLE
1
1
A0808801
Job Reference (optional)
Al ROOF I RU55ES, FOR I PIERCE, FL 34946, designLal truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc- Thu Jun 09 15:30:14 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-BjSmLFVahga3rSHJRYES8Ft2OtcOd7YJFDIZi5z8 `
1-10-12 2i+ 9-0-8 16-0-8 1C-2-4 18-1-0
1-10-12 0- -12 7-0-0 7-0-0 0- -12 1-10-12
4x4 =
3x4 3x4 10 r" rO r` I 3x4 3x4
5x6 =
Plate Offsets (X,Y)—
[13:0-3-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.12
Vert(LL)
-0.00
8
n/r
120
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.14
Vert(TL)
-0.00
8
n/r
120
BCLL 0.0 '
Rep Stress Incr YES
WB 0.07
Horz(TL)
0.00
9
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
Weight: 59 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
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. All bearings 18-1-0.
(lb) - Max Horz
1=-99(LC 17)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
9, 13 except 16=-147(LC 8),
10=-158(LC 9), 14=-158(LC 8), 15=-197(LC
12), 12=157(LC 9), 11=-198(LC_13)
Max Grav
All reactions 250 lb or less at joint(s)
1, 16, 10, 9, 13, 14, 15, 12, 11
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; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; 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=1.60 plate
grip DOL=1.60
3) All plates are 1.5x4 MT20 unless. otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) Gable requires continuous bottom chord bearing.
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)1, 9,13 except (jt=lb) 16=147, 10=158, 14=158
, 15=197, 12=157, 11=198.
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
zt55m Flwu'ro;eapi7ndrr fit 11 M%'. "I's"lih `nts[zip 11M4t;?06 W!NAxtl2mtLT hIL,LLL°Ef4lUS�a)MEfeii6 Jflitii'�:F'�IJt SltEtt Fd1�AP0ssiy
tcktamAriidtslid) ttuN4 uptru+dn.ssalnsonl��rN,rt.trw�Etaxraeesr a�trnrue;ee:�n�::�atruts;�tn�,r�ny�r�alt�ce�:�a s� �sa�aaree.clar,rea�tsa.t�a:�::�Fr�Eraj�rar,t�sam AnthonyT.Tornboll_,P.E.
at et sftbshm fear wlin:i lktnsls )R,S Ito! catr.(ion"'s:fitio9r,.-d a MtriErt rlisml,biftttrie s?At 114fit lttei or lue4ivaayxBe.3 MI. Ili W" olat NO"itgblifif dle➢nsWvr1q i�slxcgt.0 tJaia tal, "sl A-Ilk6tttsrsm3+tyti a80083
rnriaaat6erlteN ma:lehalN. tlim±tssrl utn5lTr�1[a Netttt'X!SWa(;itlREiFt .'ft ialGFAt9ZYdtd S�:fi 3II$te tsSJBlJtt!rI®I SLG 6ft'tFtleNtatLittENJ1r11sNt. t�II af%N117!SIiYY}td�l^<1 Rtaf:ti3f ill.+.3IRSt S!!'.j¢3l, IIYaf S3wp R9t!!!SS'friS MWdtL^R.[(,46tf 4451 St. Lucie Blvd.
siF!!x!ldd�n:airrfsma9 rirtel Rannn�tripalils ksnirzl. ?6e in:s Dugs Eexiaais.Cgigertgfeg DlsNaN.r. rats Srsltaftpae ein}lwray RlsteilNmsaenaetilabiNt' Fort Pierce, FL 34946
(epyrigbfut2016AdRoof busses-MlbooyUcmbolli,P1 11eprad.dionefllisderomenttiaoaylelm,isprembifedxifbooflbewtiiteoperm4sonfio:oA-]Boo(Tosses-Ansboey1.fombo111,PJ.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO$08802
65019
GE3
GABLE
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34945, oesignlvNaltruss.com Run: 1.164U s Oct ? ZU15 rnnt: i.b4U s Uct ? ZU1b MI I eK Inaustnes, Inc. I nu Jun U9 1b:JU:1b Zu1b rage
ID:W?quLcr?Re?LfzLe98RjH4yHM91-gwO8YbWDS7iwScsV_FlhgSQCKGyl MaRSUtl6EXz8 1
1-12-12 2ffl 10-1-8 18-2-8 19 -4 20-3-0
1-10-12 0- -12 8-1-0 8-1-0 0- 112 1-10-12
4x4 =
3x4 : 3x4 15 14 13 12 11 3x4 • 3x4 Z:
5x6 =
20-3-0
20-3-0
Plate Offsets (X,Y)—
[13:0-3-0,0-3-01
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP"
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.18
Vert(LL)
-0.00 8
n/r
120
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.15
Vert(TL)
-0.00 8
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(TL)
0.00 9
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix)
Weight: 69 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 6-0-0 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 guide.
REACTIONS. All bearings 20-3-0.
(lb) - Max Horz
1= 113(LC 16)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
9, 13 except 16=-205(LC 8),
10=-217(LC 9), 14=-128(LC 8), 15=-265(LC
12), 12=-127(LC9), 11=-265(LC 13)
Max Grav
All reactions 250 lb or less at joint(s)
1, 9, 13, 14, 12 except 16=261(LC 1),
10=261(LC 1), 15=302(LC 1), 11=302(LC
1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-15=-227/317, 7-11=-227/317
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; 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=1.60 plate
grip DOL=1.60
3) All plates are 1.5x4 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) Gable requires continuous bottom chord bearing.
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)1, 9, 13 except (jt=lb) 16=205, 10=217, 14=128
, 15=265, 12=127, 11=265.
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
ZhWern .MnxIVv,#p im tio'ki IMF 111655iELSii+,2194tTBAS a CONOMMES(CS RIMir)ImattlEEd;virwm.TaCyde±iropar-offsmirwlnin to$srmsp:si3atnaivq Rpbjpdtit lsks+yT,TrhIi,LC rcaKdPd W! ere, Assefzraiu mi" 010%mIr
W1etamrder;lales sidi ie as:dheesetr)w6eedd. UsTmOtii¢Ecr eer;te, S; iy Far�ars)Qe seelnse7T:D resre±etsma;zxtan dP.rprdesdss eq ±eseyrtsperi ;M6r tKiad3es±yleLessdepgedsetEe PNt&,.dvT1rI. Tie 3:sye es±aspkres,I±�.� Iun,s aay Anthony T. Tomi;o 111, P.E.
udredilh Tr35fhraTtr2dq€; Ipt respresa=e!¢f 6eCws,PaOnc?sadDaad ar:dwbe t'=tsrbeac;ntitur 'dhelr(,fic RC oei to leW isd:7ssdaai rrrl.lagpu+dd. me FG9 eal sayfid9Padue iens,�Jsday n,s4sa,:.¢:dcea: ssdMrgsm115efie±stpuuYiGydz 80083
fieisil:ap6aiysym{•seha;ter,tCrostsdrAp isaeikepvFi±rsudidi<!ieest(Psera:tia;(ezauedSdehL-Ex:sxsak?paf;tf9!tPIWSitinerdaearl! yattrd;a�dme.T?FI!€aeseiscespasilJ:!sstal3e'td±Saks;Ce<_ga5ir.,sivwpo;btersilSxslLodeexetmsts 4451iLudeBltd.
eivnrse Mv-411e(eeho egad "ail w�Eyo-1 iat;ts hahet le runs 0'" hjt,a is l:JTpr�e in basyur;cs rrns SydcwEs:i.mcr.dnyleilCep. A�m9iM mdinaswees ldiaet ivirld, Fort Pierce, FL 34946
(opyriyhl 010ib Ad Roofhasses-Anlhonyllomba llf, P.f. Repredudion eflhis defument, in onyfaem, is psobfbifed withowhe written permissionIsom Ad Raafhasses-Anlbony L fombo 111, P.f,
Job 11
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808803
65019
GE4
GABLE
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. Thu Jun 09 15:30:16 2016 Page
ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-86aW IxXrDRgn4mRhYzGwDgzNkgHT51lciXnfn_z8_
1-10-12 2s0r8 7-6-8 13-0-8 1$-2-4 15-1-0
1-10-12 0- -12 5-6-0 5-6-0 O- - 2 1-10-12
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
4x4 =
3x4 s• 3x4 � 11 10 9 3x4 3x4 =
1.5x4 11 1.Sx4 11 1.5x4 11
15-1-0
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
Plate Grip-DOL 1.25
TC 0.13
Vert(LL)
-0.00 6
n/r
120
MT20 2441190
Lumber DOL 1.25
BC 0.14
Vert(TL)
-0.00 6
n/r
120
Rep Stress Incr YES
WB 0.09
Horz(TL)
0.00 7
n/a
n/a
Code FBC2014ITP12007
(Matrix)
Weight: 46 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 6-0-0 oc
purlins.
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. All bearings 15-1-0.
(lb) - Max Horz
1= -80(LC 17)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
7, 10 except 12=-179(LC 8), 8=-187(LC
9), 11=-240(LC 12), 9=-240(LC 13)
Max Grav
All reactions 250 lb or less at joint(s)
1, 12, 8, 7, 10 except 11=271(LC 23),
9=271(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-11=-207/300, 5-9=-207/300
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=l70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; 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=1.60 plate
grip DOL=1.60
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-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) 1, 7, 10 except Qt=lb) 12=179, 8=187, 11=240,
9=240.
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
AnKtp • tifne?4at'glpteds+f liL "kl tCSrTItliSE4i"SBs.O PtlE9EESE IFFYS b tOkG6iidS EFSiDk'PJ!E1')A(N50fiiEQCL{i'?ke. T:;dfSe:itsp;fsradLrs trl fnf earn n H,7 irtn Ns�a C�twur�'66jwd'sttc�aayt.Etmla lk: P.Ei:hrzxtS'aLl Oelo-r:nn, 3elLss e"a»nL ffadw tttl:6ssfC
Pokteae?slrrJIMAA It nilf,r Mtthuu.IiI Ims tlHjPb;.t,"Ats:J trn/1,DupSL6s In V4nr?0fbtF,6.s rgasnajrz.ynss5=itffirsk tsip 06t1*Ia,S1 dgid,iuf ro t!!,atuihL biftsil Anthony T. Tombo III, P.E.
i11 t'ifL!(�51i6ifxtSf Cx�1q F!(G;IISttei$_hLiP.iCau.rr.0tit?S idWM3ytdGRf CR'i SEs. ,i�aL: «dntite;r�erEtr t:nfwE>;t :eitdrrEE.ti rota u'o�a�aLdunln,tfnci�;tnm.ai s+r:L �imLtni E�ns�s�eseExrL;rmdcrra ;; 80083
' rrctaidbg6mpu mi@thMa, Aaailtssuvna,Et tStlmil¢f{+t�ins ntFetrttsentk:leasiaaxixLtl SrfrfrE!mxfi �tLSr in isftiNRledS[Slwt:LtueuLlta,}ttJyAdm.F?Fl dean deu?LsfSA^t;tddEaLspaslrc,sln.;zu,,rass.tsp@yisnnl tfass ldm+tec Lr,wSxss' 44515t, LtElic E31,td.
elhmxli4 III WwrgeddphnrLglreiiasi•sitaki,toeirnP.siytEritta8BtlfnLrail#atfsLsipas;a:`r®ssSr:lewEyittr.eltrMilY.al.k1atibE?tilrasffenlelue!iLtEl.t' Fort Pierce, F134946
(apyripliC2016A1foolbusses-Anlhonyl.TomhoIII, P1 Peprodortionnlihisdorumentda any Win, kprobibitedwlthoutthervritteapermissonbomA-Idooffsusses-AnthoayLtombe111,P.t.
Job
Truss
Truss Type
City
Ply
Std Pac/6511 EL D
65019
GE5
GABLE
1
1
A0808804
Job Reference (optional)
A] KUUr I KUJStJ, t-UK I PItKL;t, t-L 34U4b, aesignLai truss.com Hun: /.b4u s Uct / ZU15 Print: t.MLI s Uct / ZU15 MI I eK Industnes, Inc. I hu Jun 09 15:30:16 2016 Page
ID:W?quLer?Re?LfzLe98RjH4yHM91-86aWlxXrDRgn4mRhYzGwDgzMUgHA51 nciXnfn_z8_`
1-10-12 2rOr8 6-0-8 10-0-8 10-2-4 12-1-0
1-10-12 .0-i-h2 4-0-0 4-0-0 0- - 2 1-10-12
4x4 =
7
3x4 3x4 1.5x4 11 3x4 3x4
0-0r12
12-1-0
0 -12
12-0-4
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 0.21
Vert(LL)
-0.00
4
n/r
120
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.16
Vert(TL)
-0.00
4
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(TL)
0.00
5
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix)
Weight: 34 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 6-0-0 oc
purlins.
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. All bearings 11-11-8.
(lb) - Max Horz
1= 61(LC 12)
Max Uplift
All uplift 100 lb or less atjoint(s)1,
5 except 8=-238(LC 8), 6=-245(LC 9),
7=-170(LC 8)
Max Grav
All reactions 250 lb or less at joint(s)
1, 5 except 8=268(LC 23), 6=268(LC 24),
7=329(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-7=-233/294
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=S.Opsf; 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=1.60 plate
grip DOL=1.60
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 5 except (jt=lb) 8=238, 6=245, 7=170.
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
ttlunblTEtox^rxxce�jzniw fn'EilQUf DN4E4;iEG�'j,SE�EEt(iaYSd(Qt�D;fl)FSi[SiDkltU!El^,-S(T�B'dtEPENc. 4�itr tri}o�u:etns¢rlrmE aura ratFh':rns Nsi�CnrwiviiQ6}t�3tieRr�.iTT,Tra'm lto P.E tehrtopSi4tktxa vit Qe[rit4anhe tkhirnlF+TTP sslr
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Job rst
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808805
65019
H C4
RAFTER
31
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. Thu Jun 09 15:30:17 2016 Page
I D:YwMtazYTmRGkHb8J_pTy?Kyn003-cl8uzHYT_lyeiw0u6gn9ltW P4fugVOIxBWDJQz8 1
2-9-5
2-9-5
0
m
0
2-9-5
LOADING (psf)
SPACING-
2-0-0
CSL
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1..25
TC 0.33
Vert(LL)
0.02
1-2
>999
360
TCDL 15.0
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 FBC2014/TP12007
(Matrix-M)
Weight: 4 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.3
BRACING -
TOP CHORD LOAD CASE(S)
Structural wood sheathing directly applied or 2-9-5 oc Standard
purlins.
BOT CHORD
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 =
93/Mechanical
2 =
93/Mechanical
Max Horz
1 =
39(LC 8)
Max Uplift
1 =
-64(LC 8)
2 =
-74(LC 8)
Max Grav
1 =
93(LC 1)
2 =
93(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
whgn shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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 ;C-C for members and forces $ MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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, 2.
5) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
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(upyrighi02016A-IhalTroses-AnthonyLIamlmIII,P.E. Reptodufflon of this ftcmerf, in any form, is prohibited willmul The wrifien perminion from AA Rool Trams- Anthony I. lombo III, P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AOz308806
65019
HJ2
Diagonal Hip Girder
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. Thu Jun 09 15:30:17 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-cl8uzHYT_IyeiwOu6gn9ltVWx4emgVOIxBWDJQz8 Y
2-0-12 3-3-9
LX4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.30
Vert(LL)
-0.00
8
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.07
Vert(TL)
-0.01
4-8
>999
240
BCLL 0.0 '
Rep Stress 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 -
TOP CHORD
Structural wood sheathing directly applied or 3-3-9 oc
purlins.
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 =
74/Mechanical
2 =
317/0-7-6 (min. 0-1-8)
4 =
33/Mechanical
Max Horz
2 =
88(LC 4)
Max Uplift
3 =
-53(LC 8)
2 =
-251(LC 4)
Max Grav
3 =
74(LC 1)
2 =
317(LC 1)
4 =
49(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; 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=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Concentrated loads from layout are not present in
Load Case(s): #6 Dead + 0.6 MWFRS Wind (Neg.
Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg.
Internal) Right; #12 Dead + 0.6 MWFRS Wind (Neg.
Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind
(Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Roof
Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left);
#19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) Right); #20 Dead + 0.75 Roof Live
(bal.) + 0.75(0.6 MWFRS Wind (Neg. Int)1st Parallel);
421 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) 2nd Parallel).
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) 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) 3 except at --lb) 2=251.
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) at
1-4-9, and at 1-4-9 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: 1-3=-70, 4-6=-20
PLATES GRIP
MT20 2441190
Weight: 16 lb FT = 0%
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A'alekarseCnp:mess4ilthentltmlkRDpksnlii. AstlntsD:sirt(t err;Le,Sg=.atApEeptarl.rasalaappDDrryauetrom!epealespnepre!etsunletgaanpttga!Aihryhrfttksp�tln:s palttssk;aNtettelDDtul.nlalnd.ltxdesgaatmgiea;ItttagnNitias,tnrtlu,q Anthony T. Tombo III, P.E.
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e�:: nite{eheti 6tofid^Ma�erd ryal la trriliq Er to pertiet lnst!s1..To ian rvAp I"" is NOTt?b�ltpNslg?!.a last Sptlt.,Inf,fal deq hildal.)9 uIiMid-m-lis ilia 1?S34 h RN. Fort Pierce, FL 34946
siCopyrighp!02016A-ItoofTrusses-AnthonyI.TombeIII,P.E. Reptodurfien of this domment; in ony foint, is piobibiied without the written permission from A4 Roof Tresses -Anthony I. Toreho III, P.L
Job .�
Truss
Truss Type
city
Ply
Std Pae/6511 EL D
A0808807
65019
HJ3
Diagonal Hip Girder
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. Thu Jun 09 15:30:18 2016 Page
ID:W?quLcrlRe?LfzLe98RjH4yHM91-4VhGAdZ5124VJ4b4gN IO152hhUz5ZyevArGmrsz8_Y
4-2-3
4-2-3
ZX4 11
4-2-3
LOADING (psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.30
Vert(LL)
-0.01 4-8
>999
360
MT20 244/190
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
Horz(TL)
0.00 2
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(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
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-2-3 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 guide.
REACTIONS. (lb/size)
3 =
101/Mechanical
2 =
359/0-10-15 (min. 0-1-8)
4 =
43/Mechanical
Max Horz
2 =
101(LC 4)
Max Uplift
3 =
-76(LC 8)
2 =
-281(LC 4)
4 =
-1 (LC 8)
Max Grav
3 =
101(LC 1)
2 =
359(LC 1)
4 =
64(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
wht!n shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60
plate grip DOL=1.60
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) 3, 4 except (jt=lb) 2=281.
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) 55
lb down and 16 lb up at 1-4-9, and 55 lb down and 16
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 (plf)
Vert: 1-3=-70, 4-6=20
terthg tlness Mt>na!dT re.isv he'bl dOCFld4s58"SEl(Ei'A 6Et9g!IEWsd(Og!df10flSO1S[0!1r[Or3';d(�083E[lFMI'hm inrfd desiga gu.udasrdtedm!esr. tan cress uesige(1a>iiagPOC}sr4tleddlecT[.les4+rd, P.E Inlnsse�htetDe!mtme. 9ehsseli VS.shhdnle[OD,oair
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md.uapislrvss!am[,a&rgisnruspmkda(dtuonu,[t:ondses�ui:rdng.,raran[,�iengoe;mu,e�noneae[nel[Lnea,ntm[eu;[eldvqutenrat?t-[.I1.q.,rdd1hluo on[ur[iru.ceel[xrucs,e��i:ngtmd!sy True,ismw�uodGnnrgs�aate�erer�.ua<rd T 80083
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n".rise dehsed tra(ntrcnagru7rpn is wntlq[!nllgsr0esinalrzl.lk[nost Oesipn[.giaexis eClS.ddiag ksigur. nr lnssfgres[sghnrdaq [ni9og. Nmjre'iI¢dhensmss d>lhef iefFFl. Fort Pierce, FL 34946
ropyrighlV2016A-1toolTrusses-AnthonyLTomboIII,P.E. Repleduaiononhisdoromeel,inanyloan,isprohibhedwithouthewiOdnpermissionfromAARoolhasses-AnthonyT.Tombo111,P.I.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO$08808
65019
HJ5
Diagonal Hip Girder
3
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. Thu Jun 09 15:30:19 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-YhFfOzZjWMCMxDAGD5pdglbmsuFplPu2PV?KNIz8 Y
3-11-0 7-0-2
3-11-0 3-1-2
1.5x4 II
2x4 II
2.83 12
10
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0:65
Vert(LL)
0.22
4-8
>382
360
TCDL 15.0
Lumber DOL
1.25
BC 0.42
Vert(TL)
-0.19
4-8
>445
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(TL)
-0.01
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
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-10-15 oc
puffins.
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 =
180/Mechanical
2 =
515/0-10-15 (min. 0-1-8)
4 =
74/Mechanical
Max Horz
2 =
186(LC 22)
Max Uplift
3 =
-214(LC 4)
2 =
-524(LC 4)
4 =
-109(LC 4)
Max Grav
3 =
185(LC 35)
2 =
516(LC 35)
4 =
109(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; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS
(envelope); cantilever left and right exposed ; porch left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
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 Gt=lb) 3=214, 2=524, 4=109.
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)120
lb down and 116 lb up at 4-2-8, and 120 lb down and
116 lb up at 4-2-8 on top chord, and 114 lb down and
16 lb up at 1-4-9, 114 lb down and 16 lb up at 1-4-9,
and 21 lb down and 19 lb up at 4-2-8, and 21 lb down
and 19 lb up at 4-2-8 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 (pig
Vert: 1-3=-70, 4-6=-20
Concentrated Loads (lb)
Vert: 10=-12(F=-6, B=-6)
Load DeB. = 1 /8 it
N
co
PLATES GRIP
MT20 2441190
Weight: 27 lb FT = 0%
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(opyrightV2016A-Ifoal Trusses - Anthony T.Tembolilt P.E. Reptoduuionofibis document, inany farm, is prohibited nirboulfbenrinenpermission fmmA-1Roof Tresses -AulbonyT.Tombolll;P.T. -
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808809
65019
HJ5P
Diagonal Hip Girder
2
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
1.5x4 11
2x4
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:19 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-YhFfOzZjWMCMxDAGD5pdglbmsuFplPu2PV?KNIzB Y
3-11-0 7-0-2 ,
d Load De 1/8 i1
2.83 12 0
9
T1
B1
10 4
7-0-2
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL-
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
0.17
4-8
>503
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.42
Vert(TL)
-0.19
4-8
>445
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 27 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 5-5-11 oc
purlins.
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 =
180/Mechanical
4 =
74/Mechanical
2 =
51510-6-8 (min. 0-1-8)
Max Horz
2 =
142(LC 22)
Max Uplift
3 =
-142(LC 8)
4 =
-93(LC 4)
2 =
-380(LC 4)
Max Grav
3 =
180(LC 1)
4 =
109(LC 3)
2 =
515(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
wh8n shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; porch left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
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 (jt=lb) 3=142, 2=380.
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) 52
lb down and 58 lb up at 4-2-8, and 52 lb down and 58
lb up at 4-2-8 on top chord, and 104 lb down and 16
lb up at 1-4-9, 104 lb down and 16 lb up at 1-4-9, and
14 lb down and 56 lb up at 4-2-8, and 14 Ito down and
56 lb up at 4-2-8 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=-12(F=-6, B=-6)
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S
(npyrigM©26i66-Itoolimsst:,-AotholryLlbmbolll,P.E. Reprocudiena} this do,emenl,incoy form ispeahi6iLdxilM1onilhexrinenpnmissionlromA-18aolimssas-AmtonyT.Torch 111,P.L
Job
Truss
Truss Type
Oty
Ply
Std Pac/6511 EL D
AOzi08810
65019
FIR
Diagonal Hip Girder
9
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. Thu Jun 09 15:30:20 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-Otp1bJaLHgKDZNkSnoLsNW7xmHbBlr8Bd91twlz8 Y
8-7-14
8-7-14
1.5x4 11
3x4 =
LOADING(psf)
SPACING-
2-0-0_
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.64
TCDL
15.0
Lumber DOL
1.25
BC 0.41
BCLL
0.0
Rep Stress Incr
NO
WB 0.00
BCDL
10.0
Code FBC2014/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-5 oc
purlins.
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 =
267/Mechanical
4 =
119/Mechanical
2 =
628/0-5-9 (min. 0-1-8)
Max Horz
2 =
166(LC 22)
Max Uplift
3 =
-230(LC 8)
2 =
-452(LC 4)
Max Grav
3 =
267(LC 1)
4 =
166(LC 3)
2 =
628(LC 1)
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; 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=1.60
plate grip DOL=1.60
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.
2.83 12
IE
8-7-14
12
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) 0.22 4-8 >463 360 MT20 244/190
Vert(TL) -0.41 4-8 >252 240
Horz(TL) 0.01 2 n/a n/a
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 3=230, 2=452.
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) 82
lb down and 79 lb up at 4-2-8, 82 lb down and 79 lb
up at 4-2-8, and 86 lb down and 102 lb up at 7-0-7,
and 86 lb down and 102 lb up at 7-0-7 on top chord,
and 55 lb down and 16 lb up at 1-4-9, 55 lb down and
16 lb up at 1-4-9, 18 lb down and 19 lb up at 4-2-8,
18 lb down and 19 lb up at 4-2-8, and 26 lb down at
7-0-7, and 26 lb 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: 1-3=-70, 4-6=-20
Concentrated Loads (lb)
Vert: 10=-55(F=-28, B=-28) 1 1=-12(F=-6, B=-6)
12=-41(F=-21, B=-21)
Deft. = 5/16 it
Weight: 32 lb FT = 0%
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lopyrijbI D 2016 A-1 Ron! Tmsses - Anthrryl. Tombo III: P.L Reptodunion of this do umert, in onr form, is pmhilihed without the written permission from A-1 Roof Tresses -Anthony T. Tomb 111, P.I.
Job -t
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808811
65019
J3
Jack -Open
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:21 2016 Page
ID:W?qu Lcr'?Re?LtLe98RjH4yHM91-U4N Ppfbz2zS4AXJfLWsSwjg D7hOVmIOLspUQSBz8_YI
1 4-0 3-0-0
1 4-0 3-0-0
3-0-0
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate-Grip-DOL
1.25
TC 0.22
Vert(LL)
-0.00
8
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.09
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: 13 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 3-0-0 oc
purlins.
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 quide.
REACTIONS. (lb/size)
3 =
72/Mechanical
2 =
255/0-8-0 (min. 0-1-8)
4 =
31/Mechanical
Max Horz
2 =
102(LC 8)
Max Uplift
3 =
-57(LC 12)
2 =
-183(LC 8)
Max Grav
3 =
72(LC 1)
2 =
255(LC 1)
4 =
46(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
A,
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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) 3 except at --lb) 2=183.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
triurtrsy-rteesf IkaPy!!y feti:rrzP'dI3ACr1PL'$S:S� illt0'} GEXOAt iiW1 A (9krlliCrSNS10'A(B7Ci'; A(niPfl_:):'riifRr 1{m. reritddtfip yaOmRlii vd tfd Miff MrSyf rRSi'4'ESI�:(i91fyPOCiQdif2Atlla>J 1.IPxro il; R.i:yflPffxe<.hfd adalf PIG 1)dllSdyftVlf! NIld a QI Na. M7
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(opyright(tDtg16A-1Rooffmsses-AnlhcnyLlomboIll,P:E. Reproduction of thisdoamerl,inonyform,ispfohibisedwhhootshewtiti npermissionfromAdRooflresses-Aellony1.comboill,P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AOB08812
65019
J4
Jack -Closed
7
1
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 Industries, Inc. Thu Jun 09 15:30:21 2016 Page
ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-U4NPpfbz2zS4AXJfLWs5wjgD7h?SmIOLspUQSBzB_YI
1 4-0 4-0-0
1 ,-0 4-0-0
ZX4 = l.bX4 11
4-0-0
4-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
1/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
-0.01
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
YES
WB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 18 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 -
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 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)
4 =
138/Mechanical
2 =
303/0-8-0 (min. 0-1-8)
Max Horz
2 =
120(LC 8)
Max Uplift
4 =
-76(LC 12)
2 =
-200(LC 8)
Max Grav
4 =
138(LC 1)
2 =
303(LC 1)
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; 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=1.60 plate grip
DOL=1.60-
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 (jt=lb) 2=200.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
.It,
I,mzl•rrios:?xo ydptvriar IWA-i IOf ppiifS;'fft:i9"#RsiDI 1ECUSdCowrtS umu"roirjim.9<'imittirhr. n. Tvih fiiipwImttet,AdI dsrtnn Ais T:nn Cwtp 111..ri:6P)!I'At kaka¢T,Il;,h1a,P.Lr fvlsoeSi:d)dmlgt, UeIV, S,!W*jitde":I'NIa04T10, off
wttm it lit e.y c r �t�alce<t!!s¢Tsa¢'.it�fOS Aisatp/Fi65tS}94IH]tt:¢662S.RrIfStd �15 5 '.IOSGI 48MI.O/IN,3fJTFIlitfisISISS631vRGiw,3EtlIRC,SIN4
ra Anthony T. 80083 Il<, P.E.
vlr,!lfdis irnSlma}ra'.�¢isft!!!s¢ee;3drll daoax.�,Asoa*dsaldlrJrffillMEs_'La¢PaSar.,utas;le�efdketlGhelr(usl�Imlin':¢ag�elcalirFl.latr7¢re SlmSll:CaleTRlllnldlSa TSnS,uJctil73t�isg,shiganttansvA&ma7ScpSltttn r ; 80083
' rX r11V4rlktfpv�3#du, lon", almlb: rvo stirit!ews Rl rFlid",Rd1 r@J1149I6ki%IOSSC[FI<�.l3ZibLrJ1 :"sYI ar INd SM asnitlMdi,,.¢l4NlS¢91EII Tki dtldkl M:!?,eNISIML'Fikti¢Ati34 iT'S3TttSii�l:'�', 113if fi34¢t it¢U}lt NJ itn]¢dSd16Ftt,Wlltt 4451 St, Lurie Blvd,
6--*464 Ito 6snml!¢aelops, I m'ilr kyCipfis hul,R is:Inns onslp 4.e is Not 14wil'e¢ ontpm,w inu$ilem(gW.. tl.!Wwq= 41(ti oUuaxms ml n fihd io 710, Fort Pierce, FL 34946
Cnpylighl ").P016 A-1 Roc)1lusxm-Ambooyf.iombolll, P.E, gepsodudion olthis dommo, imcnirion is Fohibiled uitbnunbe Wrlrlen Perel-s ion bom A.) IOolbasses-Anlhooy I. rombo Ill, P,F,
Job .;
Truss
Truss Type
Oty
Ply
Std Pac/6511 EL D
A0808813
65019
J5
Jack -Open
8
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
-1-4-0
LX4
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:22 2016 Page
ID: W?quLcr?Re?LfzLe98RjH4yHM91-yGxnO_ccoHaxohurvDNKSxDID5FpVldU5TE_dz8
5-0-0
LOADING(psf)
SPACING-
2-0-0
CSI.
TCLL
20.0.
Plate.Grip DOL
1.25
TC 0.58
TCDL
15.0
Lumber DOL
1.25
BC 0.46
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC2014frPI2007
(Matrix-M)
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 5-0-0 oc
puriins.
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 =
127/Mechanical
2 =
361/0-8-0 (min. 0-1-8)
4 =
49/Mechanical
Max Horz
2 =
186(LC 8)
Max Uplift
3 =
-163(LC 8)
2 =
-418(LC 8)
4 =
-76(LC 8)
Max Grav
3 =
130(LC 22)
2 =
361(LC 1)
4 =
77(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
wh0n shown.
NOTES-
1) Wind: ASCE 7-10; Vuft=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS
(envelope) and C-C Exterior(2) zone; cantilever left and
right exposed; porch left exposed;C-C for members and
forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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.
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) 0.10 4-8 >606 360 MT20 244/190
Vert(TL) 0.08 4-8 >713 240
Horz(TL) -0.01 2 n/a n/a
Weight: 19 lb FT = 0%
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 (jt=lb) 3=163, 2=418.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
5amrcf dleele dumfnyeriertie'ld iOGF121iSSSj ifttff'j, 6EXHAl IFWSE(Ok?{fIC3St9S(OU lluf l'}7(Nq(<,SiifAlLMI'INa Yefd(desigt faomhrsmdfnlmksnfils ifoss6fspi Creviar;(Ufi¢dfte6flkfr,,I.toz"akt;P.E lel—t9i>.etborem!Mf
k!Tea!Fsxx6!f'tRssfdl9easll IN delGOtthnal. dstTnllAmpEr.+a•.r1.e.,SyEadlyfffiFeNh tB zednnriPDN(dusts tnweyta;ef7tterrr<e!dfnl Npunfirzgeuiilldt'�!Ittits!pate^ssp:ln:s hgf!eiuQe lD6 nIT. n9erT?II. TtedWpssualnus,k,;,gn ideas, umbily Anthony T. Tombo 1II, P.E.
dmtdllis lmssh•.gtedeq is de nspestildfdbe0.",deO..'sAr,4Ft. it161iNf6mpetide ufkd , d let of, riER6m fmdflt6elduuk66 m1 f.911-1.R,gpd0!7FeyN9,, t1th Tr>ss,od,igtsafhog.sWge, hstsdehnssdln.1 sW lout uspuddtycf 480083
' CeGd:dmfCeAxeteid(EMte!N. F:InffssEtedlentlCUandRepm7ifmmlpiltiiFmdlitleillbflfofaedfd!lyldrE:EM1FeiIL<Ijffni1 9f1noElSKAnetelnn;edlrfFaenlf*ilmn. IliddESEEP!tteF5pa9'Anlleltfat)rhdllSltElldFSllefl,TIV1Sef9fayfliefld!ATmssfnadallier,sn4sf 4451 St. Lud.131A.
F'b!Pntle ddNPtlyafFrefllafiFlitd!th Milhif to Fd fFfllmlmdlll. nFTlaif fYfip fl]INNTs R0d9: uFddnffeslfE•.f. er Tnss Spde�(afheudwy ieiHls} Alln7�tiitef eras teem d4e,dfe TIN. Fort Pierce, FL 34946
(opyrighl02016A-0RoalTosses-AnthonyLTomboIII,P.E. RepmdldiOUO(thisdofemeal,inanyfoo.isplobibiledwithoolIkenrifftnpermissionfromA-I Roof Tosses -AndanyLTomb 111,P.t.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
AO$08814
65019
J5P
Jack -Open
2
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. Thu Jun 09 15:30:22 2016 Page
I D: W?q u Lcr? Re?LfzLe98 RjH4yHM91-yGxnO_ccoH axo h urvD N KSxDJJSGD V Id USTE_dz8
5-0-0 -
5-0-0
ig
LX'e —
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.51
Vert(LL)
0.09
4-8
>654
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.44
Vert(TL)
0.08
4-8
>781
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: 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 5-0-0 oc
purlins.
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 quide.
REACTIONS. (lb/size)
3 =
127/Mechanical
4 =
49/Mechanical
2 =
361/0-4-12 (min. 0-1-8)
Max Horz
2 =
143(LC 8)
Max Uplift
3 =
-110(LC 8)
4 =
-69(LC 8)
2 =
-347(LC 8)
Max Grav
3 =
127(LC 1)
4 =
77(LC 3)
2 =
361(LC 1)
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; 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 ; porch left exposed;C-C for members and
forces 8e MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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=110, 2=347.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
tW,.iei- Meese tlengtdssnievlit 'b1 HIDi1H'Srs4 SFEIEd'¢ GROW IRMS d(DkLtiDDs ctsiors ArdoracRSDP it.-Yrdfiopr..,hit.1 iso3alescards rotor DtsipOstrom QD[)"datMint Lhiso11,H.1eln.:tihniWas VL Od"sdiavise mitt to tit TDD,sol
INtei aerzctni`der shill he ;;I In ruEllubulik ktinssOnip EesMix";I.e., Saxtlelnretaea;,la red et en iDD:e{u"mmmtffete rt6eire'.essunl ngcealt;noinsillDgIs, tkdnpAbotltlossdepMNndtlDD td;.So*In). i4 snip uuopwr;tawq ue{duts; mnlddr Anthony T. Tombo III, P.E.
elut.1this lnssso. our Wool Is tit nsrusAilot or1.0.", or 0nvs eAAui:edat.trt6, ildarkipir,uue adwef No ltt,orX rodtit luoll hIER is.4111.1 raijFt (tide IDD nd al Not est el tie ina,adoda;Ittuoa}M-cf0sh1uhn udWonj Sh8leuens;m6flj of =80083
Dtdd!d..+OtsfPr. d(aeft0". Lie"cord aA ie ae@D rd rupatiasad pildnndhe deil{iq frxiaed Sdel;Ida¢ttin;[Lljptiis!edylfl nlsK: at nhrncNkrpe"Optm[ 6iIdtfittsSetespetlH'idn es4d esdttr rrtn Oesipty iiossrxrp 9tnen nr1T.SRndanra,deSS 4451 St. Lucie Blvd.
f':fti1r!{trl[HE(tinlfrfl0tffed'JAi1n MllUri hrdl i[III14161JIilI. To,firms DtiipEfuer is hDlw:s.adtirdp_r."Toss sine. foram daq emuai. cal ntro°iredmnstnndetntdianil. Fort Pierce, FL 34946
(appighr72016A-Ifool Tresses -Anthony E.inmbdlll.P.E. geprodudiandithis ddccmerr,indoyfam,ispruhi6Uedwilhoutt6ewritlenpumissidniromA,lRo-dtBdssas-AmlonyT.lom6olil,P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808815
65019
J6
Jack -Open
4
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. Thu Jun 09 15:30:23 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-RSV9DKcEZbinQrTlSxuZ?81U5VeUECteJ7zXW4z8 Y
-14-0 5-10-0
IN
JX4 =
LOADING (psf
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.57
Vert(LL)
0.06
4-8
>999
360
-MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.31
Vert(TL)
-0.09
4-8
>802
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/fP12007
(Matrix-M)
Weight: 22 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 5-9-8 oc
puriins.
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 =
149/Mechanical
2 =
40710-74 (min. 0-1-8)
4 =
56/Mechanical
Max Horz
2 =
160(LC 8)
Max Uplift
3 =
-121(LC 12)
2 =
-241(LC 8)
Max Grav
3 =
149(LC 1)
2 =
407(LC 1)
4 _ =
90(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; 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=1.60 plate grip
DOL=1.60
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 at --lb) 3=121, 2=241.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
'4eEie9'Ntes!AtneSJy!e!i!wfit'bl NArli9SSES{fEltO.}:6EpEldElOYSd(OET.IIIf9SWS1O.9iRVfPjd7J1OiYEK4NiiIr lEm Yrty desige paontler!�ad nelw!tsnlvtrresa�uig72aniapOU[}ExAtltltlker7 LTen�ll,P.0 idnm:e$6!90.�!ntu!e rkltasuL!rise shl!lnlh IDO, ae:3
WleY nusEUr p:cea t4dt5e'+s!llEr M1tICDnAs ulil.Estirtss N!sip bartal.e.,s��A!Iq EESuret,lasedn npIDDrryr!sms ncaept>Ked6e pdenimlttpuwiEirniutilllAyMB:its:�rer!rssap±L ss tepietrnM1!IDD tilr.tElni?Id. ikedn:panurtpnna, lEaer9 nefAins, nirtl:Wr Anthony T. Tombo-1II, P.E.
tadsst ltm lrot16Ettr Idling is SSE rEsp16sOildydam.On", lA c—'s 9AAi:A4rpev 6r b" ed"". IA. UEleddtSe 110, OfnEAtlfl0.DP:IZ1gut, liJln I-Ngpn\TARt IDD.i to Ntlici Ilhhiss.auNhigE.,14EY'LS!. IEmlle!in Ee0-9 M khraImiiitrcd 3 80083
ZtV.Wh;S,l � d(.oldss.11'as,sa'A@IIt ILU Wlhr knfi"E.6161,1iEPSON10lrnrll.W.4 searI9—ft. �CI�rtSNSRSDj In AI Sri.," oo'd IH P-1 pedI .IPi�IftSI@354E!SpF81lh`.IMti R4 Dl1�lS OI Iht In1f O151ttf!,r!RS.fS�ja:tplltti 6tl lfPSf HliflillCEtf, fti435 4451 St. Lucie Blvd.
.!N r0.lhsedAya(aotmtaped4nisw b,jiseilje itsiurdst1. TW.%ENPEdisrerisNOT6sralIMftsip!r,erInsssydelEapwdolliulibp. dllopi!e'iariz�msnsa:ldaEEis1lEl. Fort Pierce, FL 34946
(epyrig" 20166-I loot Trusses -Anthony T.Iambo III, P.E: Heprodudiaa of this do(emeet, in any form, is prnhihBed without the written permission from Ad Root Times -Antony T.lomho III, P.E.
Job
Truss
Truss Type
City
Ply
Std Pac/6511 EL D
AM08816
65019
J6G
Half Hip Girder
2 i
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. Thu Jun 09 15:30:24 2016 Page
ID: W?quLcr?Re?LfzLe98RjH4yHM91-vf3YRgdsKugel?2EOePoXM Ijxv?JzdnnYrij53Wz8 1
-1-4-0 5-0-0 , 6-6 4 ,
1-0 5-0-0 1-6-4
0-1-12
- 0- 2
5-0-0
4-104
6-64
1-6-4
Plate Offsets (X,Y)—
[3:0-1-4,0-1-121, [5:0-2-0,0-2-81
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL)
0.04
6-10
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.21
Vert(TL)
-0.04
6-10
>999
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.15
Horz(TL)
0.00
5
n/a
n/a
BCDL 10.0
Code FBC2014frPI2007
(Matrix-M)
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 -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, 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 quide.
REACTIONS. (lb/size)
5 =
399/0-7-4 (min.0-1-8)
2 =
454/0-4-12 (min.0-1-8)
Max Horz
2 =
145(LC 19)
Max Uplift
5 =
-399(LC 4)
2 =
-439(LC 4)
Max Grav
5 =
399(LC 1)
2 =
454(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-360/281
BOT CHORD
2-6=-300/291, 5-6=-319/305
WEBS
3-5=-486/507
NOTES-
1) Wind: ASCE 7-10; VuIt=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; porch left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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 (jt=lb) 5=399, 2=439.
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 loads) 204
lb down and 275 lb up at 5-0-0 on top chord, and 53
lb down and 128 lb up at 5-0-0 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, 3-4=-70, 5-8=-20
Concentrated Loads (lb)
Vert: 6=-46(F) 3=-140(F)
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(oppighs0201bAdtoolTlssses -Anthony T.TDmhDIII, P.E. Reptodurtion of lhis doccal in any form, is prohibited without the written permission from A-1 Reef, Trents - kall.ony L TDmbo III, H.
Job ,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808817
65019
J6P
Jack -Open
6
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. Thu Jun 09 15:30:24 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-vf3YRgdsKugel?2EOePoXMlfTvyGzeanYnj53Wz8 `
1 4-0 6-6-4
1 4-0 6-6-4
6-6-4
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL)
0.20
4-8
>383
360
TCDL 15.0
Lumber DOL
1.25
BC 0.40
Vert(TL)
0.17
4-8
>460
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.10
Horz(TL)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30
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 6-0-0 oc
purlins.
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)
4 =
22910-7-4 (min. 0-1-8)
2 =
438/0-4-12 (min. 0-1-8)
Max Horz
2 =
173(LC 8)
Max Uplift
4 =
-233(LC 8)
2 =
-415(LC 8)
Max Grav
4 =
229(LC 1)
2 =
438(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-4'=-191/335
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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; porch left exposed;C-C for members and
forces 8e MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 4=233, 2=415.
6) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
1.5x4 II
3 Dead Load Defl. = 1/16 it
1.5x4 II
PLATES GRIP
MT20 244/190
Weight: 27 lb FT = 0%
IWesier.{irneltu¢ellittitr tit lIYIOfld„3S3(SEItEP'j; 6tpilgt IFRtSE(Otig➢Cry[USICN(S l'jdapCiS! ULN^Itret rritjdesiy gatuete,smdrtaim!es eti'Ns finisuss,ga Crtviq{IOcJ u-0fix Sut+rg 1.1tsrolI, P.E islnn:e t!!trt tie. UAastdttrvise sletrdo@e taq alg
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Upyrigh172016A-1PoofTmsses-Anthonr1.Tomim111,P.E. Reprodurtionofthisduumem,inanyform,ispiohihBedwithoutThewrittenpermissionfromA-I Roof Trusses-AndonyLTomhoIII, P.E.
Job
Truss
Truss Type
Qty
PIY
Std Pac/6511 EL D
A0808818
65019
R
Jack -Open
32
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. Thu Jun 09 15:30:25 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-Nrewe0eU5CyVfBdQaMwl42roM IJXi6NxnRSebyz8_
6-2-0
6-2-0
Dead Load Defl. = 1116 it
1
12
O A
A
6-2-0
6-2-0
7
Plate Offsets (X,Y)— [2:0-1-6,Edge]
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 0.65
Vert(LL)
0.07
4-8
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.34
Vert(TL)
-0.11
4-8
>685
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC20141TP12007
(Matrix-M)
Weight: 23 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 5-5-8 oc
purlins.
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 =
158/Mechanical
2 =
426/0-8-0 (min. 0-1-8)
4 =
58/Mechanical
Max Horz
2 =
167(LC 8)
Max Uplift
3 =
-128(LC 12)
2 =
-249(LC 8)
Max Grav
3 =
158(LC 1)
2 =
426(LC 1)
4 =
95(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; TCDL=5.Opsf; BCDL=5.Dpsf; 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=1.60 plate grip
DOL=1.60
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=lb) 3=128, 2=249.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
C3aRieq-Flare lluulNrsnierfit'!-I ptlrllGSkSj iFltF!'k EFgiilt l[WS B FOA'�i111015[CSWNj'IPfil^d'.111r1i,1FC£IkNi' Ino. YttiFr desi,P lenntlenvd,eedwf:s trlusTm:sCesigl CravisrPCC} W ht lelktrj i.Itx7v I I,P.E itlan;tArtF'z'mtne tkitis as ,vise fihl n a, ma, Wt
wlel:etnwrr:resshauuvicellglleRC>vhntiilstirns6asip[ricer{u.SNdrGJFytre%,,CusMnecrIDPrryretrmeattrePFaedRtltehsNtedn¢'sdsilnrstsrtitiryhrrteu: atrces1.0!Tn6setTitdteRtiBody. tlnFPtl.tkdes:ranu¢llnes,treegnttnues,mnitlry Anthony T.TorniwIII, P.E.
Wmdtlislnsshx.- ltCt yul isfitteyet-,Iiildt dtrdvte,lt:dsnamml 'smhope.0t lstligoniax. hl, adwd he lla"1.1hdhtttaboluy Ub Odill.rd 480083
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6"belbla IeIvN Irerarat e3ffN'ida It Mflhil FY [g iE,tlN Imdl!! Th IaSSLmup Fldlttakf POT Ih3>addis! r<tyttr, tf Tnis SFstt� Filhta dory ldfd. s1I aii7itWhlns t,e a ld'aN iPREI.
(upyrigbi t0 2016 AARoolLosses-Anthony L lombo III, PJ. Repiodutficn of this document, in any form, is prohibiledssilhom the rriinto permission from A -I Roof Trussts-Andony T. Tornio;111, PJ. Fort Pierce, FL 34946
Job a
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808819
65019
RA
Jack -Open
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. Thu Jun 09 15:30:26 2016 Page
ID: W?quLcr?Re?LfzLe98RjH4yHM91-rl AlsMf6sW5MHICc83RGdnNyuifARZd405CB7PzB_Y
6-2-0
6-2-0
4x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
0.07
3-6
>983
360
TCDL 15.0
Lumber DOL
1.25
BC 0.37
Vert(TL)
-0.11
3-6
>649
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
1
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
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-8-0 oc
puffins.
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 =
328/0-8-0 (min. 0-1-8)
2 =
160/Mechanical
3 =
61/Mechanical
Max Horz
1 =
126(LC 8)
Max Uplift
1 =
-136(LC 8)
2 =
-130(LC 8)
Max Grav
1 =
328(LC 1)
2 =
160(LC 1)
3 =
96(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; 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=1.60 plate grip
DOL=1.60
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 Qt=1b) 1=136, 2=130.
7) "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 Dell. = 1/16 it
PLATES GRIP
MT20 244/190
Weight: 19 lb FT = 0%
Wrsuj -rfass 6nae4aciwfit'.W tOO6INi55Sf iBlEf'j: 6EMi111HNEfOACi00CS(11510416i3^; A'"OKEC4AW Icm. Ynti Mit, re dus a9me Oms a fvsTms Ctsiys"1—hlf106)adlit Whsl Clem+11,UId—ebseFSameo, IJ,4,stl4hs stled, N IDg.4
Wlet uras4+r's'es si¢IlMnel In ttelpinls n5l.L'alass Osst)c FrAre:;x;Spncln, hpsallfasalnn(IDDrry+ssemomepn:esfGe rsCessisnlapaal:rseyus3dayyrMlCz4 isug egelassesNa u,711D.rf,aanlata.lfRa>.n�as<3flms,hrrgasRenn,mntiury Anthony T. Tofnbo lII, P.E.
eal.sedoislassfor al�cile.;is6e".paebildtdhe Orre6 lit 0iaels 1"114 a;amn@e rsilea; Drip la IS udatd lielof,tee llfatA,bakMng uW srdl%-I. iteggem!d@e 16D ai ssrliddne el Yoe trns,udc!•Is;tsdla}Oxrye, i:;hlltlin udlsemgi aA beCens;a. 60gsf w 80083
t
ttz lalidn;Ces g�!md(on!eda+.:nedss00let, IBC lei lee Invesaad plieliaf oflhe 1011IU.,40at Silly
ldausossfl[SI);cdistzde;lfl.1st(A.,and to coat PRUE1. IriI 65.5te'sS1. 11h,adU'sd Ile 1-6u11a+,Irms:es:gab;Iau.4 lress!,.adadwer,aless'- 44515t. Lucie Blvd.
a5anisefefrcel6pa(sxBut a;+ud ryala Mnnq{1 rC re+Oa inatrl llsTnss Ce;ip!6;ueuisliCl"�a8:3twry Ctsl}+!e.ulnn S;stev'¢Iisev dory bci0ul. /Il mN:e9tdkmsneas Isla=.1 isfFN. Fort Pierce, FL 34946
- Copyright02016A-1RoofTrusses-Anthony1.Tombo0l,PJ, Reprodudlonofibisdosemecl,incoyTotm,isptohibitedwithoutthewrittenpe:rmissionfromA-1RoofTicsses-AnthonyLTombo111,P.T.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808820
65019
K01 G
Half Hip Girder
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. Thu Jun 09 15:30:27 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-JDkg3igkdpDDuSnphmzV9_wFp6lfAOTDElxifrz8 V
�x4 — i .ax4 11
3-0-0
11-0-0
LOADING(psf)
SPACING-
2-0-0
CSI.
_DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.14
Vert(LL)
0.02
6-10
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.23
Vert(TL)
-0.03
6-10
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.03
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 18 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 -
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc
purlins, 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 uide.
REACTIONS. (Ib/size)
5 =
221/Mechanical
2 =
313/0-8-0 (min. 0-1-8)
Max Horz
2 =
103(LC 4)
Max Uplift
5 =
-133(LC 8)
2 =
-212(LC 4)
Max Grav
5 =
221(LC 1)
2 =
313(LC 1)
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; 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=1.60
plate grip DOL=1.60
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) 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 (jt=lb) 5=133, 2=212.
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) 71
lb down and 83 lb up at 3-10-4, and 51 lb down and
56 lb up at 3-0-0 on top chord, and 49 lb down and 29
lb up at 3-0-0 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
fare 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 (pig
Vert: 1-3=-70, 3-4=-70, 5-8=-20
Concentrated Loads (lb)
Vert: 3=-9(F) 4=-51(F) 6=-34(F)
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Coppsiybi079MAdRoolLosses-AnibonyLiomboIII, V. AepredneionONES document,inany Imm,EspmbibitedwDboutthewrittenpermbsmnfiomAIRoofLusses-AniboeyLTombo111,P.E.
Job a
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808821
65019
L01G
Hip Girder
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 12015 Mi l ek Industries, Inc. Thu Jun 09 15:30:28 2016 Page
ID:W?quLct?Re?LfzLe98RjH4yHM91-nQ12H2gMO7L4WcM?FUUkiCSHsWCivK5NTPhICHzB 1
1 4-0 , 5-0-0 9-8-0 14�-0 19-4-0 20-8-0
1-0 5-0-0 4-8-0 4-8-0 5-0-0 1 4-0
3x6 =
5x10 MT20HS=
1.5x4 11
Z3 Z4 Zb Zb
5x8 =
G.nn nAT71"114C=
1.5x4 11
3x6 =
5-0-0 9-8-0 14-4-0 194-0
5-0-0 4-8-0 4-8-0 5-0-0
Dead Load Defl. = 5/16 it
5x4
Plate Offsets (X,Y)—
[2:0-1-11,Edgel, [3:0-7-0,0-2-81, [5:0-7-0,0-2-81,
[6:0-1-11,Edge],
[9:0-4-0,0-3-0)
_LOADING(psf)
-SPACING- 2-0-0
CSI.
DEFLL in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.76
Vert(LL) 0.49
8-9
>477
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.88
Vert(TL) -0.44
9-10
>532
240
MT20HS
187/143
BCLL 0.0 *
Rep Stress Incr NO
WB
0.58
Horz(TL) -0.11
6
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix-M)
Weight: 86 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-4-14 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 3-0-3 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 =
1349/0-8-0 (min.0-1-9)
6 =
1349/0-8-0 (min.0-1-9)
Max Horz
2 =
-52(LC 5)
Max Uplift
2 =
-1512(LC 4)
6 =
-1512(LC 5)
Max Grav
2 =
1349(LC 1)
6 =
1349(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2994/3557, 3-19=-3792/4640,
19-20=-3792/4640, 4-20=-3792/4640,
4-21=-3792/4640, 21-22=-3792/4640,
5-22=-3792/4640, 5-6=-2994/3558
BOT CHORD
2-10=-3277/2818, 10-23=-3292/2831,
23-24=-3292/2831, 9-24=-3292/2831,
9-25=-3267/2797, 25-26=-3267/2797,
8-26=-3267/2797, 6-8=-3252/2784
WEBS
3-1 0=-1 78/264, 3-9=-1315/1105,
4-9=-544/665, 5-9=A316/1105,
5-8=-178/264
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS
(envelope); cantilever left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) 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 3-6-0 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 100 lb uplift at
joint(s) except (jt=lb) 2=1512, 6=1512.
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) 393
lb down and 457 lb up at 5-0-0, 164 lb down and 195
lb up at 7-0-12, 164 lb down and 195 Ib up at 9-0-12,
164 lb down and 195 lb up at 10-3-4, and 164 lb down
and 195 lb up at 12-3-4, and 393 lb down and 457 lb
up at 14-4-0 on top chord, and 99 lb down and 236 lb
up at 5-0-0, 37 lb down and 97 lb up at 7-0-12, 37 lb
down and 97 lb up at 9-0-12, 37 lb down and 97 lb up
at 10-3-4, and 37 lb down and 97 lb up at 12-3-4, and
99 lb down and 236 lb up at 14-3-4 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
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-5=-70, 5-7=-70, 13-16=-20
Concentrated Loads (lb)
Vert: 3=-138(F) 5=-138(F) 10=-74(F) 8=-74(F)
19=-57(F) 20=-57(F)-21=-57(F) 22=-57(F) 23=-29(F)
24=-29(F) 25=-29(F) 26=-29(F)
Qnliq-Musefiso.Jul AtAdhq Llaimtl: rf fdem:e55ed 5e`re as. Delessdi!rvisa mlee ttth (DgWt
Ir7eR!seteDuya'essWli5enel hrfitlCDmre nDl.4stirns Desip Feln>r1.e,Syeoehg@ptea;,l esnlau,IINuetum vmey(m:s sine yrde,simietyieemgresise!dumitt Re inpdCx sfigitlnssGynfid.At TODady,sole, TPlr.lte desgatsaegtnar,Istrgn:imtts,!nnniur Anthony T. Tombo III, P.E.
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e ?!lelelflttei rgn(a9Dpl q!fei iat if Mngng rstliytmesinel!I. ittinssCKsi�Ctyuter:sRClStt.M.ry Cxsigt. tfTns4 Sputa (agllNldmyi 1fisj.lii nai'aJIeiTn!((t9S l:li?i lslrrl. Fort Pierce, FL 34946
Cupyright02016A-1RoofTrusses-AnthonyI.TomboIII!P.I. Repteduttion of this doamen.l. in say form, is probibiled without The writien permission from A-1 Roof Trusses -Amboy T. TombD III, P.I.
Job
Truss
Truss Type
Qty
Ply
Std Paid 511 EL D
AOa08822
65019
L02
Hip
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:29 2016 Pagri
ID:W?quLcr?Re?LfzLe98RjH4yHM91-FcsRUOh?9RTx8mxBpB?zEP?Prwepev? Wi3QrkjzB_Y
7-0-0 12-4-0 19-4-0
7-0-0 5-4-0 7-M
4x8 =
4.00 F12
C7:tB
Dead Load Deft. = 1 /8 it
4x4 = 1.5x4 II 3x4 = 3x4 = 4x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.94
Vert(LL)
0.13
5-13
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.51
Vert(TL)
-0.21
7-10
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(TL)
0.06
4
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
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 4-6-2 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 = 870/0-8-0 (min. 0-1-8)
4 = 870/0-8-0 (min. 0-1-8)
Max Horz
1 = 53(LC 12)
Max Uplift
1 =-643(LC 8)
4 =-643(LC 9)
Max Grav
1 = 870(LC 1)
4 = 870(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1951/1824,2-3=-1886/1836,
3-4=-1951/1823
BOT CHORD
1-7=-1547/1737,6-7=-1545/1744,
5-6=-1545/1744, 4-5=-1546/1736
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf, h=25ft;
Cat. II; Exp C; Part. Encl., GCpi=0.55; 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=1.60 plate grip
DOL=1.60
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 at --lb) 1=643, 4=643.
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: 73 lb FT = 0%
atnig-neert nanl Jt aaer,Ft :a toes lF YS S(SFF[Ei'i 6FD ilF 1[la S b (gk3DD9SNSIDN(7D El?d �0A 3EPfM1 Ma re:H! lesige Fwant eu�d nedohs uNs lms Cti'p kr�iarODD)cd@eAelteet T.lt tho l F: P.0 ie!nn a <.5 t 5?nt cn. U les>e ktrise fil<d tt ke Ica, all
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' BsrA!4sgeesgxtaA(athata. Al thssA*AtonfWas[ lherrmtitesalgtilelisntilit WNW snP aisehll19M.0nl€uIifftsts09rIII a8StGmteloonulIargnsnIrlate. FPFliefiesRettgrnlTi!itlesaAdAte,alltxirnsgnina,lmsctcgs6gtotesalln.s!faahtl:m,w!en 4451 St. Lucie Blvd.
t5ania{eluel6ra(snatagteLaPahnilvPtesgPstAesinalal.IN? lnss k0p uyaeah NOT9s C+d3aq[>cil7nt,n lms Slska rajuat dcq hill®}. Qop!e MI.a.ssrm Ida4is TFN. Fort Pierce, FL 34946
Copyright 02016Ad Roof Trusses - Anthony T.TomboIII, P.E. Replodur!isnofthisdaromert,inanyfasm,isptohihitedwithoutthewrittenpermissionfromA-I RootTiusses- Anthony LTomheIII, P.E.
Job f;
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808823
65019
L03
Hip
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. Thu Jun 09 15:30:29 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-FcsRUOh?9RTx8mxBpB?zEP?TNwZyerEWi3QrkjzB Y
4-11-2 9-0-0 ,9-8-010 4-0 14 3-14 19-4-0
4-11-2 4-0-14 0-8-0 0 8-0 4-0-14 4-11-2
3x4 = 3x6 11
3x4 =
Dead Load Defl. = 3116 it
3x4 = 5x8 = 3x4 =
9-8-0
LOADING(psf)
SPACING-
2-0-0
CSI..
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
0.15
8
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.82
Vert(TL)
-0.34
8-14
>678
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.33
Horz(TL)
0.06
7
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
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-10 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 3-11-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
870/0-8-0 (min. 0-1-8)
7 =
87010-8-0 (min. 0-1-8)
Max Horz
1 =
69(LC 12)
Max Uplift
1 =
-626(LC 8)
7 =
-626(LC 9)
Max Grav
1 =
870(LC 1)
7 =
870(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-2284/2320, 2-3=-1718/1653,
3-4=-1652/1649,4-5=-1652/1649,
5-6=-1718/1653,6-7=-2284/2320
BOT CHORD
1-8=-2077/2095,7-8=-2077/2095
WEBS
2-8=-657/844, 4-8=-419/583,
6-8=-657/844
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Part. Encl., GCpi=0.55; 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=1.60 plate
grip DOL=1.60
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 (jt=1b) 1=626, 7=626.
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: 78 lb FT = 0%
iSeiier-Plfto @rnr+y llb,b.fie'kl toe It:55tS{'SEtFEE'i:6fd7Af IE14S 8 (Otx1IICIS P1Sfi4i1U(H" It7gPdtftEpiNr Itmc 5erfi desin IaitMe,tmf rerf ales trlvs ins PtfyaL§esierQOijfed 6e kel{tap I.1fx5t I7, P.E. ithaa es" 5?trnrf. gelnsft4yvlst shn! n Ikt IDg,a;r
H1Teh:teulrr Pores dtn ore ntlh, delCCpHtiad. IsrTrtss Dttip FrdrfvQ.e, Sgtaelq Eryrcte�, IitsnsntfrTDD:ryrtfinee ateylaftfl.eprh,siminQscnif; rztinsditmrfirMlerladrsf,�e less dfimefude lDa mlr,nittTMd. Re Ifth9 riatw, satddal Anthony T. Tombo Ill, P.E.
Mrs, dtSrIms Potrer hilemr Is Of res;lAilerdttt a...,th(fiiNsaLliimida;tdMdfW&IDO..,65t Udelldth In, Atfif.d6fI'A'3164of, 'aIn1. R4Ynd dirt IgorWt;Ii,11[r,dntTats, edf6t;ktgsmolt, mMildin odttiUf90.11 et tatRgoni,111d 380083
n¢I*h;'Wsptad(w%lsr. Unto AM mkt ICDni Is. pxtife i161,1uesdfe Idlltri remitaed MIrldw du1,161)ptlaw By In oral SKr uttdnnad lx iftftdpidntt. 4451 St. Lucie Blvd.
!Svelte Etfiftd Ela(renmlaisfel ainf7 im6q tr rg iffrtindtel itti,els Cnda �IuevttFW Sebd6ti Gtdper. erTmts fystea(iihvt dap ld'!u} In mitaifed:emsntas lda=.IW911. Fort Pierce, FL 34946
CopyrighlV2016A-1Real Trusses - Anthony I.TamboIII, P.E. Repiodurtian of this donmeni, in any form: is piobibried withal The writito permission from A-1 Roof Trusses - Amboy T. Tomb IIIP.F.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0908825
65019
MV2
Valley
4
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. Thu Jun 09 15:30:30 2016 PagR
ID:W?quLcr?Re?LfzLe98RjH4yHM91-koQphkidwkbolwVNNvWCndYorJ5mNNcgwjAPGAzB Y
2-0-0
2-0-0
0
2x4
4.00 12
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.03
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.01
Vert(TL)
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 FBC2014/TPI2007
(Matrix)
Weight: 5 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 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 guide.
REACTIONS. (lb/size)
1 =
48/1-11-4 (min. 0-1-8)
2 =
37/1-11-4 (min. 0-1-8)
3 =
11/1-11-4 (min. 0-1-8)
Max Horz
1 =
23(LC 8).
Max Uplift
1 =
-18(LC 8)
2 =
-32(LC 8)
Max Grav
1 =
48(LC 1)
2 =
37(LC 1)
3 =
21(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; 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=1.60 plate grip
DOL=1.60
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) 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) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
M
tVttD!g PiREY.!ARteiL�j Std!nRR �k!, 1Du'DDfiC$ '�cfBflLfT(LI4$6C66Dii1)M1)C4ii �t!J;CiL(CS]YAC`Dc�R`_[fj�(lip,7!!TfW?ir-0Q&12(iIRSSI�!W1 tQEplAliif':tit4635ij1 D!YllBf j{DD�[aV=ALt7F�4e]T.Wm "It
piIlLM1RY.>�ij{iISSStAd Y!IS!Cbt`Y.IDDbYl irlil.LreG it Dtllpr:e]!'.tlill.)i!(.t:TYF2j:Yly, QtsniRRsyTOD iRprzte�tmmxt kmaRMpdntie�!:.�.ultma Rsyuss:iry hrxt&sipdatsaytlinulgitldtelb isAtlft!., nuktlA•I. Tdtltfy, riTF!`iti, IEit9ji3�nRt.f4i2I Id( - Anthony T. Tombo 111, P.E.
rtitR iftllt?rtssht�;ta.:ls7tstt!rls;tevS:d!tFla Ctts.ktC.+etsr+!srR:di t;ldn IN lAq D.4� ,utit Raet!dthlrC;ri! IIC wlk, ItWwli gg{3WI MI, IAtPjjiPtnld�tF DulttfAfid i!t ElblTint, IBI�:Yw«.,wt,!i%ty�ilEYi'h(ItF flAfsQ9j tkbII34 CVififNllS!L)N K80083
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t4Rr!ldda!lkt6tCd s3redetttit.tgl76E{RGaetshel. ikt irss Dasytft}iRter6sg; detrvYis}D3s[pu,triRtsSttit¢iEe;¢m$mY+itrsr;.3.9 ta;ils!ti MRtatnitlieetuiH;. Fort Pierce, FL 34946
(6pyRigb1Z)2016Adtonflmsses-Anihony1,Tom6oIII,P1 Reproduction isdotnment,inomytolm;ispmhibitedwdouftbewrittenpermissionhomA-IRodTresses-AmboBeLTomb 111,P.f.
Job ,,,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
MV4
Valley
4
1
A0808826
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:30 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-koQphkidwkbolwVNNvWCndYIKJ4RNNcgwjAPGAzB Y
V
Q
tJ
2x4
n — r--07
1.5x4 II
LOADING (psf)
SPACING-
2-0-0
CS'_
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL)
n/a -
n/a-
999
TCDL 15.0
Lumber DOL
1.25
BC 0.10
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 FBC2014/TPI2007
(Matrix)
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 4-0-0 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 =
131/3-11-4 (min. 0-1-8)
3 =
131/3-11-4 (min. 0-1-8)
Max Horz
1 =
61(LC 8)
Max Uplift
1 =
-51(LC 8)
3 =
-72(LC 8)
Max Grav
1 =
131(LC 1)
3 =
131(LC 1)
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; 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=1.60 plate grip
DOL=1.60
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) "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: 12 lb FT = 0%
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Tad Y,e ttN.is itassfrrtspW:Ls7;slbtstsdto:5atraf CaCaes.tiaCtrsdsaiaYdgttlplk t"Ldrtipm;uMttra;d0t 11(<)Sttd(tl`,t tttiliz'Stg:tt*milrFl. rasimaldCr7�eti adfi:flrttifie irns,irJ?fsy,sh,ir,tdts esi Margin114chsrtymsdit?id .„80083
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tiixxsadd::-iiie(tttrai tpted rdaix•tt4die'.da7itstttbd. i4t inns O=ilp EyivaisliCine ttdfiAd 6tst}ttt:xE±ass Si:ltafeSirndmietltq. L9tgiWi[risnatpenl�stia'il;, Fort Pierce, FL 34946
rcppighlwtglBAdtoolLasses-Amhcnyi.Tnmbnlil,P.E. gepmMionofibis dernment,ioonyfem,isptohibledwithout thewrittenpermissionhem, AAR041[hosses-Anthony LTomboIII, P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808827
65019
MV6
Valley
3
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. Thu Jun 09 15:30:31 2016 Pag*
ID:W?quLcORe?LfzLe98RjH4yHM91-C?_Bv3jFh2jfN34awc1 RKg4nzjNV6gsp9Nvypcz8_Y
6-0-0
6-0-0
a
a
0
1.5x4 11
2
3
2x4 1.5x4 II
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.77
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.30
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 FBC2014/TP12007
(Matrix)
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 6-0-0 oc
puriins, 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 = 221/5-11-4 (min. 0-1-8)
3 = 221/5-11-4 (min. 0-1-8)
Max Horz
1 = 103(LC 8)
Max Uplift
1 = -86(LC 8)
3 =-121(LC 8)
Max Grav
1 = 221(LC 1)
3 = 221(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-203/335
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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 (jtAb) 3=121.
7) "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: 19 lb FT = 0%
rn�».g Fiwsga5a, #gmyr tk'b': W6TitU5Ai(KEIEd',, fiEafERUaags (Ow6 )r5 .579@"EU!n 10.(A1)t1Et 'tPtra,i itl tn�yr&twtltts udr:ad aainnAis itrs psig3 tsssvgl'661erdtielrataapT,tanSa lP�,tkllshiteu5•,Std ldxe+s!, kttcsc t+riA ddsiUtM136.anfp
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808828
65019
MV8
GABLE
3
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. Thu Jun 09 15:30:31 2016 Page
ID:W?quLcr?Re?Lf7Le98RjH4yHM91-C?_Bv3jFh2jfN34awc1 RKg4vVjQF6olp9Nvypcz8_Y
8-0-0
8-0-0
a
0
0
2x4
5
1.5x4 11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.29
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.12
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.16
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 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
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 quide.
REACTIONS. (lb/size)
1 =
92/8-0-0 (min. 0-1-8)
4 =
137/8-0-0 (min. 0-1-8)
5 =
393/8-0-0 (min. 0-1-8)
Max Horz
1 =
144(LC 8)
Max Uplift
1 =
-2(LC 8)
4 =
-75(LC 8)
5 =
-214(LC 8)
Max Grav
1 =
92(LC 1)
4 =
137(LC 1)
5 =
393(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-258/111
WEBS
2-5=-344/552
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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, 4 except (jt=lb) 5=214.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
1.5x4 II
3
4
1.5x4 II
PLATES GRIP
MT20 244/190
Weight: 27 lb FT = 0%
pnoyCkas¢!z:�t'rre.isxtlk'Lt IGOffltliSESj'tRL9'�.SESTSdt IFE!tiL:OSOEfiiNi�iTDi!y{NtTlIXS7�Yt{pSYc"at`hrw, P�if7k:i�p«u;tWs¢dFEm}s¢hs¢et4is`t+sst_i�yi FEtup nPP}t^d:`aFla�rryi,TEaS¢Ie:f.Ei.hreu Seelklu!rsF, 3eh;sa: .�tisi aettd�rfalBR,�
kltetremam&sMit mdlw+ to h 1¢ eer4. lsnPFss 6en,p Ea ase-!aafi EE ile Q6. tk7T0t¢vnew1 mr4wq 91*1e isti ,FCF tFiegrt:Ew lfi hrtt&sipdNsa;I:ItasS dnlY34Fa!i!Mtt!!,FF19MI. IV 120JF¢smrswcfeW gU1$hae,sF"' Anthony T. Tontho fft, P.E.
¢¢dradn{silt3EfACiJrsd4Jis iEfEFC]-hdlf9�YEf1,C%�kttrSii4:fi{EjEdFIINrsid¢EZ45Z+Mr41fE/FEPd':Pif¢¢Ir(,haPlf(iri'liili[d9>✓,�Ajttt8ta{Tf)•E.TESn:Et¢f31RIfeT:fJmdtfr6elfi5ldf(tTIiS:<h'a'Pk¢3T�R;,51i'E§!T'EaCRFkid�lf'djH¢lit[rN!kSritf4�_]p y.80083
' ne reiltrsy 6e¢i;¢!Fm{@n4^AEr. Allax:asd¢dw!T. tr„u{t Es¢€res udEFneiwsFfdF sutnv;tes¢metl Sdeq Liva:Enk»lEei;ie{p.(ri¢el SIXdm;E(uesFEllxI—I ptim.n{Ida`vEs 6a:euaasd�LuF�daiss sf*altess Ces:psr,;rsssrrsip�gaixssd i,xs Rsdac,.iamtss 4451 St. L.ie Md.
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� Fort Pierce, FL 34946
Cepinil;NIZ2016A-1Rodfbnsses-Anlhol, emboIll,P.t. ReprcdonionofthisdoremeM;inemFfoFm,ispmhi6'ledwitboathewritten permistinnham A-IRoo€Losses-AntboorLfnmboIll, 1`1
Job
Truss
Truss Type
c1ty
PIY
Std PaC/6511 EL D
65019
MV10
Valley
2
1
A0808824
Job Reference (optional)
Al KOOF I KUSSES, FOR] PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:32 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-gBYZ6PjtSMrW?DfmUKYgs2d_g7jtrEnyOl fWL2z8_Y
10-0-0
10-0-0
2x4 5
1.5x4 II
1.5x4 II
3
4
1.5x4 II
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 0.65
Vert(LL)
n/a- -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.29
Vert(TL)
n/a -
n/a
999
BCLL - 0.0
Rep Stress Incr
YES
WB 0.21
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
(Matrix)
Weight: 34 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 -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, 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 =
43/9-11-4 (min. 0-1-8)
4 =
21419-11-4 (min. 0-1-8)
5 =
545/9-11-4 (min. 0-1-8)
Max Horz
1 =
185(LC 8)
Max Uplift
4 =
-116(LC -8)
5 =
-297(LC 8)
Max Grav
1 =
51(LC 19)
4 =
214(LC 1)
5 =
545(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-345/147, 3-4=-180/282
WEBS
2-5=-459/719
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 4=116, 5=297.
7) "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
Qty
Ply
Std Pac/6511 EL D
65019
RG01
Flat Girder
1
3A0808829
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. Thu Jun 09 15:30:33 2016 Page
I D: W?q u Lcr? Re?LfzLe98 Rj H4yHM91-SN 5xKIkV Df7 NcN Ey213vP FAFfX6oahn6 dhO3tV z8_Y
4-2-3 7-9 0 11 6-0 15-3-0 18-9-13 22-6-8 2,3-OG
4-2-3 3-6-13 3-9-0 3-9-0 3-fi-13 3-8-11 -5
4x6 =
4x6 =
0
v
m 3
I�
a
5x6 = 3x8 = 2x4 11 3x4 = 3x8 = 2x4 11 3x8 = 5x6 =
23-0-0
044 4-2-3 7-9-0 11-6-0 15-3-0 18-9-13 22-6-8 22 1 2
0- 4 4-0-15 3-0-13 3-9-0 3-9-0 3-6-13 3-8-11
0-14
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.31
Vert(LL)
0.03
12
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.12
Vert(TL)
-0.03
12
>999
240
BCLL 0.0 *
Rep Stress Incr
NO
WB 0.23
Horz(TL)
-0.01
9
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 *Except*
W4: 2x8 SP No.2, W1: 2x6 SP No.2
OTHERS 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 0-3-8.
(lb) - Max Uplift
All uplift 100 lb or less at joint(s)
except 16=-1856(LC 4), 14=-1941(LC 4),
11=-1941(LC 4), 9=-1856(LC 4)
Max Grav
All reactions 250 lb or less at joint(s)
except 16=1948(LC 1), 14=2225(LC 1),
11=2225(LC 1), 9=1948(LC 1)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-16=-1881/1844, 1-17=-946/850,
17-18=-946/850, 2-18=-946/850,
2-19=-946/850, 19-20=-946/850,
3-20=-946/850, 3-21 =-1 001 /864,
21-22=-1001/864, 4-22=-1001/864,
4-23=-1001/864,5-23=-1001/864,
5-24=-1001/864, 6-24=-1001/864,
6-25=-946/850, 25-26=-946/850,
7-26=-946/850, 7-27=-946/850,
27-28=-946/850, 8-28=-946/850,
8-9=-1881 /1844
BOT CHORD
14-15=-744/654, 13-14=-744/654,
12-13=-744/654, 11-12=-744/654,
10-11=-744/654
WEBS
1-15=-735/821, 2-15=-726/755,
3-15=-1567/1761, 3-14=-2036/1873,
3-12=-1576/1811,4-12=-1016/990,
6-12=-1576/1811, 6-11=-2036/1873,
WEBS
1-15=-735/821, 2-15=-726/755,
3-15=-1567/1761, 3-14=-2036/1873,
3-12=-1576/1811, 4-12=-1016/990,
6-12=-1576/1811, 6-11=-2036/1873,
6-10=-1567/1761, 7-10=-726/755,
8-10=-735/821
NOTES-
1) 3-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at
0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc,
2x8 - 2 rows staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS
(envelope); cantilever left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water
ponding.
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 2-0-0 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 1856 lb uplift
at joint 16, 1941 lb uplift at joint 14, 1941 lb uplift at
joint 11 and 1856 lb uplift at joint 9.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
PLATES GRIP
MT20 244/190
Weight: 334 lb FT = 0%
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)
1373 lb down and 1426 lb up at 0-5-8, 135 lb down
and 200 lb up at 0-11-12, 184 lb down and 273 lb up
at 2-11-12, 384 lb down and 458 lb up at 4-11-12,
368 lb down and 435 lb up at 6-11-12, 368 lb down
and 435 lb up at 8-11-12, 368 lb down and 435 lb up
at 10-11-12, 368 lb down and 435 lb up at 12-0-4,
368 lb down and 435 lb up at 14-0-4, 368 lb down and
435 lb up at 16-0-4, 384 lb down and 458 lb up at
18-0-4, 184 lb down and 273 lb up at 20-0-4, and 135
lb down and 200 lb up at 22-0-4, and 1373 lb down
and 1426 lb up at 22-6-8 on top chord. The
design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-8=-70, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-1373 8=-1373 17=-135(F) 18=-184(F)
19=-384(F)20=-368(F) 21=-368(F) 22=-368(F)
23=368(F) 24=-368(F)25=-368(F) 26=-384(F)
27=-1 84(F) 28=-1 35(F)
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34946
(oppighliD2R16A-Itoollrusses-Anthony I.TomboIII, P.E. ReprodurtionofThis do(nmeni,inonyform,isprohibited without the xrinenPermission from AtlRoof Times -Anjhony1.Tnmho116P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
RG02
Flat Girder
2
3A0908830
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. Thu Jun 09 15:30:34 2016 Page
ID:W?quLcl?Re?LfzLe98RjH4yHM91-cafKX517 z5EEXp9cibBxTiRpxSZJB4FrL8cPxz8 Y
-0-6-4 , 5-3-0
0-6-4 ' 5-3-0
1 x6 —
2
6
T1
W1 W3
W2_._.._
81 EHE.....__
52x4 II
5-3-0
LOADING (psf)
SPACING-
2-M
CSI.
DEFL.
in- (loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
-0.01 4-5
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.08
Vert(TL)
-0.01 4-5
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.03
Horz(TL)
0.00 4
n/a
n/a
BCDL 10.0
Code FBC2014rrP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 *Except*
W3: 2x8 SP No.2, W2: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-3-0 oc
puriins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 =
927/0-4-12 (min. 0-1-8)
4 =
616/Mechanical
Max Uplift
1 =
-903(LC 4)
4 =
-590(LC 4)
Max Grav
1 =
927(LC 1)
4 =
616(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-500/538
BOT CHORD
4-5=-540/519
WEBS
2-4=-308/343
NOTES-
1) 3-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc, 2x8 - 2
rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at
0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the LOAD
CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B),
unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat- II; Exp C; Part. Encl., GCpi=0.55; MWFRS
(envelope) gable end zone; cantilever left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water
ponding.
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 2-0-0 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 903 lb uplift at
joint 1 and 590 lb uplift at joint 4.
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) 465
lb down and 498 lb up at-0-3-14, 128 lb down and
179 lb up at 0-4-12, and 184 lb down and 245 Ib up at
2-4-12, and 303 lb down and 346 lb up at 44-12 on
top chord. The design/selection of such connection
device(s) is the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-70, 2-3=-70, 4-5=-20
Concentrated Loads (lb)
Vert: 2=-128(B) 1=-465 6=-184(B) 7=-303(B)
48 =
PLATES GRIP
MT20 244/190
Weight: 80 lb FT = 0%
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mWrlis ;D ni toyheilts! dAt Tins0083
44515t.81-tscle Blvd.
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Job
Truss
Truss Type
Qty
Ply
Std Paid 511 EL D
A0808834
65019
V4
Valley
6
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s @d :Z 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:35 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-4mDilRmIIHD5shOL9S6NUgFf4KoD2erP4?uAyNZB Y
2-0-0 4-0-0
2-0-0 2-0-0
4.00 12
C
a
a
2x4
2x4
LOADING.(psf)
SPACING-2-0-0
CSI_
DEFL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.06
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.06
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and require7in
cross bracing be installed during truss erection,
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 95/4-0-0 (min. 0-1-8)
3 = 95/4-0-0 (min. 0-1-8)
Max Horz
1 = 8(LC 16)
Max Uplift
1 = -40(LC 8)
3 = -40(LC 9)
Max Grav-
1 = 95(LC 1)
3 = 95(LC 1)
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; 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 8t MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 40 lb uplift at
joint 1 and 40 lb uplift at joint 3.
8) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASES)
Standard
PLATES GRIP
MT20 244/190
Weight: 9 lb FT = 0%
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Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
V8
Valley
6
1
A0808835
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. Thu Jun 09 15:30:36 2016 Page
ID: W?quLcr?Re?LfzLe98RjH4yHM91-4mDilRmIIH D5shOL9S6N UgFbvKne2dOP4?uAyNzB_Y
4-0-0 8-0-0
4-0-0 4-0-0
4
a
0
2x4
4.00 12
4x4 =
1.5x4 11
2x4
=d
0
8-0-0
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.26
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.09
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(TL)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2014fTP12007
(Matrix)
Weight: 22 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 6-M oc
puriins.
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 =
134/8-0-0 (min. 0-1-8)
3 =
134/8-0-0 (min. 0-1-8)
4 =
283/8-0-0 (min. 0-1-8)
Max Horz
1 =
-24(LC 17)
Max Uplift
1 =
-72(LC 8)
3 =
-75(LC 9)
4 =
-86(LC 8)
Max Grav
1 =
134(LC 1)
3 =
134(LC 1)
4 =
283(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-4=-211/314
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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 & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 72 lb uplift at
joint 1, 75 lb uplift at joint 3 and 86 lb uplift at joint 4.
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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44515t. Lucie Blvd.
Fort Pierce, Ft 34946
tepprighrw3016AIRoatLnsses-Anthony i.ica�6oI13,P.F.&tprodutdianatlEisdemmtntdcnarduea,itpwlsi5idtdxit[<oufrhearitttnptrmisrod6odaA�lAou!Trusses-nnt6oayLlnmftollLP.f.
Job -
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808831
65019
V12
Valley
5
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
4.00 12
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:36 2016 'Page
ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-Yyn4ynmO VaLxTrzXj9dcl uolsk3_n3_YJedjUpzB_Y
12-0-0
6-0-0
4x4 =
3x4 1.5x4 II 3x4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.38
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.34
Vert(TL)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.14
Horz(TL)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
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 6-0-0 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 guide.
REACTIONS. (lb/size)
1 =
193/12-0-0 (min. 0-1-8)
3 =
193/12-0-0 (min. 0-1-8)
4 =
525/12-0-0 (min. 0-1-8)
Max Horz
1 =
-39(LC 17)
Max Uplift
1 =
-97(LC 8)
3 =
-102(LC 13)
4 =
-186(LC 8)
Max Grav
1 =
200(LC 23)
3 =
200(LC 24)
4 =
525(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
wren shown.
WEBS
2-4=-349/454
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 97 lb uplift at
joint 1, 102 lb uplift at joint 3 and 186 lb uplift at joint 4.
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: 36 lb FT = 0%
Ynr.+�Yaese'axt+}Spree+i!r!I'st'!'IGGFft�iSESrSEE( 6E5EI:E TEIASSG11piFi8A5(LSRJ4:,"tU?FI'j;f159�E4G �[tT Sso, Pntlr to:i;E taNErs"IItsf tites T1.hi;RI!hnnaSi-dkeftnsst, Jrlrst*-*!e:ddtlea lktT2G,r-it
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Aieesr`:Ed>xdlre(It6Y�ipntEDKhtt54flr¢:rWG±s tlniett.Tt!TnSi Dtsitt@;uetr isf)i 6e teiliQt GEsitnf,xrssss Syshe Entire!dmlriiGl;. k9nPM Edfe!nSPEtitda!th r(r. Fort Pierce, FL 34946
« Upyrighi C 2016 Ad roof irises-Anihony Month 111, P.E. Peprodorrion of ibis demmant, in onyfatm, is pmhibiled wilbooffbe written permission from A.f hotLosses-AmAony T. rombo III, P.F.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808832
65019
V16
Valley
4
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. Thu Jun 09 15:30:36 2016 Page
ID: W?quLcr?Re?LfzLe98RjH4yHM91-Yyn4ynmOVaLxTrzXj9dcl uoflk_Hn3QYJedjUpz8_Y
8-0-0 16-0-0
B-0-0 8-M
Y
0
0
4x6 =
4x4 7:�- 4 4x4
1.5x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.64
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.17
Horz(fL)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix)
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 6-0-0 oc
purlins.
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 =
269/16-0-0 (min. 0-1-8)
3 =
269/16-0-0 (min. 0-1-8)
4 =
732/16-0-0 (min. 0-1-8)
Max Horz
1 =
-54(LC 13)
Max Uplift
1 =
-136(LC 8)
3 =
-143(LC 13)
4 =
-260(LC 8)
Max Grav
1 =
279(LC 23)
3 =
279(LC 24)
4 =
732(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-4=-487/576
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 136 lb uplift at
joint 1, 143 lb uplift at joint 3 and 260 lb uplift at joint 4.
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: 49 lb FT = 0%
•o
6
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i
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!opyti0b102016A•IP.00fLnsses-Anlbony1.lombo111,P.E. Aeprododionoflbisdesement,kimsyfotm,isprobibitedailbonftbew6tenpermissionfromA-1Hooffrosses-Antbonyi.TomboIII,P.t.
Job r
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
A0808833
65019
V18
Valley
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:37 2016 Page
ID:W?quLcORe?LfzLe98RjH4yHM91-09LS97nOGuTo5_YkHt8rZ5KuA8QJW WjiXINHOGz8_Y%
9-6-8 19-1-0
9-6-8 9-6-8
4x4 =
3x4 9 8 7 6 3x4 ;:r
1.5x4 II
1.5x4 11 3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL-
in (loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.27
Vert(TL)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.17
Horz(TL)
0.00 5
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
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 6-0-0 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 guide.
REACTIONS. All bearings 18-11-8.
(lb) - Max Horz
1= 66(LC 16)
Max Uplift
All uplift 100 lb or less atjoint(s) 1,
5 except 8=-143(LC 8), 9=-285(LC 12),
6= 285(LC 13)
Max Grav
All reactions 250 lb or less at joint(s)
1, 5 except 8=509(LC 1), 9=499(LC 23),
6=499(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
WEBS
3-8=-380/406, 2-9=-410/565,
4-6=-410/565
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60 plate grip
DOL=1.60
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)1, 5 except Qt=lb) 8=143, 9=285, 6=285.
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
1.5x4 II
PLATES GRIP
MT20 244/190
Weight: 61 lb FT = 0%
•O
O
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E(opytiyb1V2016A-IRoot bosses-Aalhooy1.lemboIII, P.E.Reprodudionoflhisdotoment,inanyfom,isprobihAed;vifiounhwri"enpermission bomA-IRoafhosses-AntbonyLTombo111,1`1
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
WG01
Flat Girder
1
3A0808836
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. Thu Jun 09 15:30:38 2016 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-VLvgNToelCbfj87wraf46JtxBYdKFojrmy6gYiz8 Y
3-0-3 5-6-13 8-3-4 , 10-1-8 12-6-12 14-10-4 , 17-7-4
3-0-3 2 6_11 2-8-7 1-10-0 2-5 4 2-3-8 2-9-0
Dead Load Dell. = 7116 ii
3x8 II
-1. - 7x10 MT20HS= y <v - 4x4 = 3x8 = sx Eu
3-0-3
5-6-13
8-3-4
10-1-8
12-6-12
14-10'
17-7-4
3-0-3
2-6-11
2-8-7
1-101
2-5-4
2-3-8
2-9-0
Plate Offsets (X,Y)-
[2:0-2-0,0-1-8], [6:0-3-0,0-4-8], [7:0-3-0,0-1-8], [8:04-8,0-2-0], [9:0-5-8,Edge],
(10:0-2-8,0-2-0], [11:0-3-0,0-1-8],
[14:04-12,0-4-12], [15:0-3-8,0-1-8],
j16:04-4,0-1-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.00
TC 0.97
Vert(LL)
0.30 12-13
>678
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.86
Vert(TL)
-0.62 12-13
>327
240
MT20HS 1871143
BCLL 0.0
Rep Stress Incr NO
WB 0.89
Horz(TL)
0.08 9
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 341 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2 *Except*
T1: 2x6 SP 2400F 2.0E
BOT CHORD 2x6 SP 2400F 2.0E
WEBS 2x4 SP No.3 *Except*
Wl: 2x8 SP No.2, W2,W4: 2x4 SP M 30
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-4 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
16 = 7523/0-7-4 (min. 0-2-1)
9 = 9106/Mechanical
Max Uplift
16 =-2814(LC 4)
9 =-3194(LC 4)
Max Grav
16 = 7523(LC 1)
9 = 9106(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
1-16=-6977/2649, 1-17=-13540/4779,
2-17=-13540/4779, 2-18=-24427/8872,
3-18=-24427/8872, 3-19=-29410/10584,
4-19=-29410/10584, 4-5=-29410/10584,
5-6=-29410/10584, 6-20=-24018/8532,
7-20=-24018/8532, 7-21=-14792/5215,
8-21=-14792/5215, 8-9=-8222/2869
BOT CHORD
15-16=-483/1402, 15-22=-4779/13540,
14-22=-4779/13540, 14-23=-9107/25054,
13-23=-9107/25054, 13-24=-10584/29410,
12-24=-10584/29410, 12-25=-8751/24622,
11-25=-8751124622, 11-26=-5215/14792,
10-26=-5215/14792, 10-27=566/1615,
9-27=-566/1615
WEBS
4-13=-2349/847, 5-12=-2012/713,
1-15=-4704/13289, 2-15=-5553/1917,
2-14=-4579/12179, 3-14=-5231/1955,
WEBS
4-13=-2349/847, 5-12=-2012/713,
1-15=-4704/13289, 2-15=-5553/1917,
2-14=-4579/12179, 3-14=-5231/1955,
3-13=-1634/4818, 8-10=-5185/14695,
7-10=-6945/2428, 7-11=-3750/10430,
6-11=-5038/1827, 6-12=-2104/5495
NOTES-
1) 3-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0
oc.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60
plate grip DOL=1.60
4) Provide adequate drainage to prevent water
ponding.
5) All plates are MT20 plates 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 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.
9) Refer to girder(s) for truss to truss connections.
10) Provide metal plate or equivalent at bearing(s) 9 to
support reaction shown.
11) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 16=2814, 9=3194.
12) Load case(s) 2, 14, 15, 16, 17, 18, 29, 30, 31, 32
has/have been modified. Building designer must
review loads to verify that they are correct for the
intended use of this truss.
13) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
14) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 577
lb down and 453 lb up at 0-3-10, 169 lb down and 196
lb up at 1-M, 184 lb down and 215 lb up at 3-0-0,
290 lb down and 216 lbup at 5-0-0, 2579 lb down and
1366 lb up at 6-2-13, 1557 lb down and 804 lb up at
8-2-0, 1558 lb down and 793 lb up at 10-2-0, 1558 lb
down and 785 lb up at 12-2-0, and 1561 lb down and
772 lb up at 14-2-0, and 1658 lb down and 790 Ib up
at 16-4-8 on top chord, and 201 lb down and 153 lb
up at 3-0-0, 118 lb down and 96 lb up at 5-0-0, 118 lb
down and 96 lb up at 7-0-0, 118 lb down and 96 lb up
at 9-0-0, 118 lb down and 96 lb up at 11-0-0, 118 lb
down and 96 lb up at 13-0-0, and 118 lb down and 96
lb up at 15-0-0, and 122 lb down and 92 lb up at °
17-0-0 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=1.00
, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-8=-210, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-577 6=-1558 4=-1557 5=-1558 15=-2t1(B)
2=-184 10=-118(B)17=-169 18=-290 19=-2579
20=-1561 21=-1658 22=-118(B) 23=-118(B) 1
24=-118(B) 25=-118(B) 26=-118(B) 27=-122(B)
2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab.
Attic Storage + 0.75 Attic Floor: Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-8=-230, 9-16=-20
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Job r
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
WG01
Flat Girder
1
3A0808836
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. Thu Jun 09 15:30:39 2016 Page
ID: W?qu Lcr'?Re?LfzLe98RjH4yHM91-zXTDappGoVjWLIh6OlAJeWQ6xyzZ_Ez_?csN58z8_Y
LOAD CASE(S)
Standard
Concentrated Loads (lb)
Vert: 1=-508 6=-1384 4=-1383 5=-1384 15=-176(B)
2=-162 10=-103(B) 17=-147 18=-257 19=-2292
20=-1387 21=-1512 22=-103(B) 23=-103(B)
24=-103(B)25=-103(B)26=-103(B)27=-107(B)
14) Dead + Uninhabitable Attic Storage: Lumber
Increase=0.90, Plate Increase=0.90 Pit. metal=0.90
Uniform Loads (plf)
Vert: 1-8=-210, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-303 6=-862 4=-862 5=-863 15=102(B)
2=-98 10=-57(B) 17=-78 18=-158 19=-1432 20=-864
21=-968 22=-57(8) 23=-57(B) 24=-57(B) 25=-57(B)
26=-57(B) 27=-61 (B)
15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=314 6=507 4=522 5=514 15=74(B) 2=157
10=69(B) 17=142 18=151 19=886 20=497 21=506
22=69(B)23=69(B)24=69(B)25=69(B)26=69(B)
27=65(B)
16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=314 6=507 4=522 5=514 15=74(B) 2=157
1 0=69(B) 17=1 42 18=15119=886 20=497 21=506
22=69(B)23=69(B)24=69(B)25=69(B)26=69(8)
27=65(B)
17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=314 6=507 4=522 5=514 15=74(B) 2=157
1 0=69(B) 17=142 18=1 51 19=886 20=497 21=506
22=69(B) 23=69(B) 24=69(B) 25=69(B) 26=69(B)
27=65(B)
18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=314 6=507 4=522 5=514 15=74(B) 2=157
10=69(B) 17=142 18=151 19=886 20=497 21=506
22=69(B) 23=69(B) 24=69(B) 25=69(B) 26=69(B)
27=65(B)
29-) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-506 6=-1135 4=-1151 5=-1144 15=-155(B)
2=-165 10=-83(B)17=-110 18=-217 19=-1921
20=-1126 21=-1204 22=-83(B) 23=-83(B) 24=-83(B)
25=-83(B)26=-83(B) 27=-87(B)
30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Right):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-506 6=-1135 4=-1151 5=-1144 15=-155(B)
2=-165 10=-83(B) 17=-110 18=-217 19=-1921
20=-1126 21=-1204 22=-83(B) 23=-83(B) 24=-83(B)
25=-83(B)26=-83(B) 27=-87(B)
Standard
31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st
Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-506 6=-1135 4=-1151 5=-1 144 15=-155(B)
2=-165 10=-83(B) 17=-110 18=-217 19=-1921
20=-1126 21=-1204 22=-83(B) 23=-83(B)
24=-83(B) 25=-83(B) 26=-83(B) 27=-87(B)
32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd
Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-8=147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=506 6=-1135 4=-1151 5=-1 144 15=-155(B)
2=-165 10=-83(B)17=-110 18=-217 19=-1921
20=-1126 21=-1204 22=-83(B)23=-83(B)
24=-83(B) 25=-83(B) 26=-83(B) 27=-87(B)
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Upyrighl3l201AA-1hallrosses-AnthonyT.TomboIII,P.E. Reprodurtianofthisdocumec6inanyform,isprehbitedmuhoutlbewiisfnpermissionhomMRoofTrusts-Anthony1.TamboIII,P.E.
Job
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
WG02
Flat Girder
1
3A0808837
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. Thu Jun 09 15:30:40 2016
3x8
9-0-12 10-10-4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.00
TC 0.89
Vert(LL)
0.20
13
>851
360
TCDL 15.0
Lumber DOL
1.00
BC 0.65
Vert(TL)
-0.36
13
>472
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.95
Horz(TL)
0.05
9
n/a
n/a
BCDL 10.0
Code FBC2014ffP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3 `Except`
W1: 2x8 SP No.2, W2,W4: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-10-5 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
16 =
5854/0-7-4 (min. 0-1-10)
9 =
8319/Mechanical
Max Uplift
16 =
-2659(LC 4)
9 =
-3581(LC 4)
Max Grav
16 =
5854(LC 1)
9 =
8319(LC 1)
FORCES. (lb)
Max. Comp./Max. Teo. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-16=-5364/2478, 1-17=-8742/3859,
2-17=-8742/3859, 2-18=-16054/7381,
3-18=-16054/7381, 3-19=-19142/8631,
4-19=-19142/8631, 4-20=-19142/8631,
5-20=-19142/8631, 5-21=-19142/8631,
6-21=-19142/8631, 6-22=-15335/6812,
7-22=-15335/6812, 7-23=-9890/4350,
8-23=9890/4350, 8-9=-7345/3123
BOT CHORD
15-16=421/993, 14-15=-3859/8742,
13-14=-7381/16054,12-13=-8631/19142,
11-12=-6812/15335, 10-11=-4350/9890,
10-24=-650/1498, 9-24=-650/1498
WEBS
4-13=-2107/761, 5-12=-1935/697,
1-15=3880/8745, 2-15=-4361/1928,
2-14=-4039/8385,3-14=-3331/1240,
3-13=-1434/3542, 8-10=-4455/10104,
7-10=-6214/2570, 7-11=-3054/6754,
6-11=-3777/1591, 6-12=-2257/4724
NOTES-
1) 3-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0
oc.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; 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=1.60
plate grip DOL=1.60
4) Provide adequate drainage to prevent water
ponding.
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 2-0-0 wide will fit between the
bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide metal, plate or equivalent at bearing(s) 9 to
support reaction shown.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 16=2659, 9=3581.
11) Load case(s) 2, 14, 15, 16, 17, 18, 29, 30, 31, 32
has/have been modified. Building designer must
review loads to verify that they are correct for the
intended use of this truss.
12) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
Dead Load Dell. = 1/4 ii
12-6-0 14-7-4
PLATES GRIP
MT20 244/190
Weight: 286 lb FT = 0%
13) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 577
lb down and 453 lb up at 0-3-10, 169 lb down and 196
lb up at 1-0-0, 184 lb down and 215 lb up at 3-0-0,
290 lb down and 216 lb up at 5-0-0, 2027 lb down and
1101 lb up at 6-2-0, 1214 lb down and 641 lb up at
8-2-0, 1209 lb down and 628 lb up at 10-2-0, and
1219 lb down and 613 lb up at 12-2-0, and 2293 lb
down and 1034 lb up at 13-2-13 on top chord, and
525 lb down and 712 lb up at 5-0-0, 283 lb down and
325 lb up at 7-0-0, 321 lb down and 369 lb up at
9-0-0, and 321 lb down and 369 lb up at 11-0-0, and
321 lb down and 369 lb up at 13-0-0 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=1.00
, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-8=-210, 9-16=-20
Concentrated Loads (lb)
Vert: 1 =-577 13=-283(F) 12=-321(F) 14=-525(F)
3=-290 11=-321(F) 17=-169 18=-184 19=-2027"
20=-1214 21=-1209 22=-1219 23=-2293 24=-321(F)
2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor:
Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-8=-230, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-508 13=-250(F) 12=-283(F) 14=-464(F)
3=-257 11=-283(F) 17=-14718=-162 19=-1801
20=-1078 21=-1073 22=-1082 23=-2036 24=-283(F)
14) Dead: Lumber Increase=0.90, Plate Increase=0.90
Pit. metal=0.90
Uniform Loads (plf)
Vert: 1-8=-210, 9-16=20
Concentrated Loads (lb)
Vert: 1=-303 13=-150(F) 12=-170(F) 14=-283(F)
3=-15811=-170(F) 17=-7818=-98 19=-1124
20 -671 21=-666 22=-674 23=-1265 24=-170(F)
15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber
Increase=1.60, Plate Increase=1.60
t - ---t-
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copytighl C.2016 A.Ilootbasses -Anthony L lamb, III, P,L Repredadion of this demment. in env imm, is prohibited without the written perm`ssion ties A.I Roof tmsses-Anthony L Tombe llL P.f.
Job „
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
WG02
Flat Girder
1
3
A0808837
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 12015 Mtl ek Industries, Inc. l hu Jun 09 15:30:40 21.116 Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-RkObo8quZprNySGly?iYBkyJpLMAjgF8EGbxdbz8 Y
LOAD CASE(S)
Standard
Uniform Loads (pig
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert:1=314 13=232(F) 12=263(F) 14=419(F) 3=151
11=263(F) 17=142 18=157 19=719 20=419 21=410
22=398 23=655 24=263(F)
16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=314 13=232(F) 12=263(F) 14=419(F) 3=1 51
1 1=263(F) 17=142 18=157 19=719 20=419 21=410
22=398 23=655 24=263(F)
17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=314 13=232(F) 12=263(F) 14=419(F) 3=1 51
1 1=263(F) 17=142 18=157 19=719 20=419-21=410
22=398 23=655 24=263(F)
18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=314 13=232(F) 12=263(F) 14=419(F) 3=1 51
11=263(F)17=142 18=157 19=719 20=419 21=410
22=398 23=655 24=263(F)
29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-506 13=-206(F) 12=-233(F) 14=-490(F)
3=-217 11 =-233(F) 17=-1 10 18=-165 19=-1512
20=-890 21=-875 22=-872 23=-1595 24=-233(F)
30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-8=147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-506 13=-206(F) 12=-233(F) 14=-490(F)
3=-217 11=-233(F) 17=-110 18=-165 19=-1512
20=-890 21=-875 22=-872 23=-1595 24=-233(F)
31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st
Parallel): Lumber Increase=1.60, Plate
= Increase=1.60
Uniform Loads (pig
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-506 13=-206(F) 12=-233(F) 14=-490(F)
3=-217 11 =-233(F) 17=-1 10 18=-165 19=-1512
20=-890 21=-875 22=-872 23=-1595 24=-233(F)
32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd
Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pig
Vert: 1-8=-147, 9-16=-20
Concentrated Loads (lb)
Vert: 1=-506 13=-206(F) 12=-233(F) 14=-490(F)
3=-217 11=-233(F) 17=-110 18=-165 19=-1512
20=-890 21=-875 22=-872 23=-1595 24=-233(F)
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�Eopyrightt02016A-iRoof Trusser -Anthony T.Tamho111,P.E. Reprodudionofthisdammesl,inanyform,isprnhibiledwithoutthewrivenpermissionfromA-TRoofTnssas-AmhonyLTeson111,P.E.
Job
Truss
Truss Type
QtY
Ply
Std Pac/6511 EL D
A0$08838
65019
WG03
FLAT GIRDER
1
2
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
LOADING (psf)
SPACING-
2-0-0
TCLL 20.0
Plate Grip DOL
1.00
TCDL 15.0
Lumber DOL
1.00
BCLL 0.0 '
Rep Stress Incr
NO
BCDL 10.0
Code FBC2014fTP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 *Except*
W2: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-4 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
3 =
Max Uplift
4 =
Max Grav
4 =
3 =
REACTIONS. (lb/size)
4 = 344/Mechanical
267/0-5-0 (min.0-1-8)
-76(LC 4)
344(LC 1)
276(LC 2)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb).or less except
when shown.
TOP CHORD
1-4=-328/84, 2-3=-261/3
NOTES-
1) 2-ply truss to be connected together with 1 Od
(0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at
0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the LOAD
CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B),
unless otherwise indicated.
3) Wind: ASCE 7-10; Vuit=170mph (3-second gust)
Vasd=132mph; 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=1.60
plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding,
5) Plates checked for a plus or minus 0 degree rotation
about its center.
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:40 2016 Page
I D: W?qu Lct?Re?LfzLe98RjH4yHM91-RkObo8quZprNySG ly?iYBkyU6LW4ju58EGbxdbz8_Y
2-0-4
CSI.
DEFL.
TC 0.17
Vert(LL)
BC 0.01
Vert(TL)
WB 0.00
Horz(TL)
(Matrix-M)
in (loc) I/deft L/d PLATES GRIP
-0.00 4 >999 360 MT20 244/190
-0.00 4 >999 240
-0.00 3 n/a n/a
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 Ib uplift at
joint(s) 4.
10) Load rase(s) 2, 14, 15, 16, 17, 18, 29, 30, 31, 32
has/have been modified. Building designer must
review loads to verify that they are correct for the
intended use of this truss.
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) 173
lb down and 194 lb up at 0-8-0 on top chord. The
design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00
, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-2=-260, 3-4=-20
Concentrated Loads (lb)
Vert: 5=-173
2) Dead + 0.75 Roof Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-2=-280, 3-4=-20
Concentrated Loads (lb)
Vert: 5=-150
14) Dead: Lumber Increase=0.90, Plate Increase=0.90
Plt. metal=0.90
Uniform Loads (plf)
Vert: 1-2=-260, 3-4=-20
Concentrated Loads (lb)
Vert: 5=-80
15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber
Continued on paqe 2 Increase=1.60, Plate Increase=1.60
Weight: 27 lb FT = 0%
Standard
Uniform Loads (plf)
Vert: 1-2=-177, 3-4=-20
Concentrated Loads (lb)
Vert: 5=139
16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-177, 3-4=20
Concentrated Loads (lb)
Vert: 5=139
17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-177, 3-4=-20
Concentrated Loads (lb)
Vert: 5=139
18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-177, 3-4=-20
Concentrated Loads (lb)
Vert: 5=139
29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor + 0.75(0.6 MWFRS Wind (Neg- Int) Left):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-177, 3-4=-20
Concentrated Loads (lb)
Vert: 5=-114
30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Right):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plfi
Vert: 1-2=-177, 3-4=-20
Concentrated Loads (lb)
Vert: 5=-114
31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st
Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-177. 3-4=-20
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� Fort Pierre, FL 34946
(opytigltW 101AAJRoothusses-- Anthony 1.TmbcIII, P,F, Reprodesfionnitbisdorumen,ineaytoam,ispmbiWedttitbutibewritten Permission hem A-IRodhosses-AntboryLTrmbo111,P.L
Job ,
Truss
Truss Type
Qty
Ply
Std Pac/6511 EL D
65019
WG03
FLAT GIRDER
1
2
A0808838
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, designLW-altruss.com Run: /.f54U s Oct t ZU15 Print 1.b4U s Oct / ZU15 MI I eK Industnes, Inc. I nu Jun U9 Ib:30:40 2U1b Page
ID:W?quLcr?Re?LfzLe98RjH4yHM91-RkOboBquZprNySGly?iYBkyU6LW4ju58EGbxdbz8_Y
LOAD CASE(S)
Standard
Concentrated Loads (lb)
Vert: 5=-114 .
.32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic
Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd
Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-177, 3-4=-20
Concentrated Loads (lb)
Vert: 5=-114
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zt Eepyrigh1D2016AdRon]Tmsses-Ant6oayl.TomboIII,P.E. leprosdostiou of this datumert, in any form, is probibiled without the written permission from A -I Rooi Ticsses -Anthony I. Imeho III, P.E.
J
�1
V �
.IiYtl1i
• r A-1 ROOF
TRUSSES
AFLORIDA CORPORATION
Important Notes / Please Review Prior to Truss Installation:
1) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007;
WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses",
and "SCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood
Trusses" published by WTCA and Truss 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 discrepancies.
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. Truss 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 duds, electrical wiring and plumbing runs
to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. 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) Trusses 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 www.A1truss.com
USP
STRUCTURAL
CONNECTOW
A MlTek' Company
Hangers
Allowable Load (lbs)
DF-L / SP
LSL
LVL
PSL
SPF
I -JOIST
160%
LISP
Label
Stock No.
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
Tl
JUS24
1881,
655
750
820
510
(4) - 10d (Header)
FL821.39,
(2) -10d (Joist)
11-
0510.01,
RR 25779
LUS24
670
765
825
490
-
-
-
-
_
(4) - 10d (Header)
(2) -10d (Joist)
T2
JUS26
1881,
850
975
1060
1115
(4) - 10d (Header)
FL821.42,
(2) -10d (Joist)
11-
0510.01,
RR 25779
LUS26
865
990
1070
1165
-
-
-
_
_
(4) - 10d (Header)
(2) -10d (Joist)
T3
MSH422
1831,
2025
2025
2025
-
(22) -10d (Face - Face Max Nailing)
FL822.36,
(6) -10d (Face -Top Max Nailing)
08-
(6) -10d (Joist - Face Max Nailing)
0303.06,
(6) -10d (Joist - Top Max Nailing)
RR 25836
(4) -10d (Top - Top Max Nailing)
13116-R
THA422
2245
2245
2245
-
-
-
-
_
_
(6) -16d (Carried Member- Face Mount)
(6) -10d (Carried Member- Top Flange)
(22) -16d (Face - Face Mount)
(2) -16d (Face - Top Flange)
(4) -16d (Top - Top Flange)
THA1422
1835
1835
1835
-
-
-
-
-
_
(1) -10d x 1.112 or 2 -10d x 1-112 (Carried Member)
(10) -10d or (2) -10d (Face)
(4) -10d (Top)
T4
THD26
1781,
2485
2855
3060
2170
(18) -16d (Face)
FL13285.35,
(12) -10d x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HTU26
2940
3340
3600
1555
-
-
-
-
_
(11) -10d x 1-112 (Carried Member)
(20) -10d x 1-112 (Carried Member - Max Nailing)
(20) -16d x 1-112 (Carrying Member)
c
(10) -16d x 1-112 (Carrying Member- Max Nailing)
�USP
STRUCTURAL
CONNECTORS*
A M1Tek` Company
Hangers
Allowable Load (lbs)
DF-L/SP
LSL
LVL
PSL
SPF
I -JOIST
160%
USP
Label
Stock No.
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
T5
THD26-2
1781,
2540
2920
3175
2285
-
-
-
(18) - 16d (Face)
FL13285.35,
(12) -10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS26-2
2785
3155
3405
1550
-
-
-
_
_
(14) - 16d (Face)
(6) -16d (Joist)
HTU26.2
2940
3340
3600
2175
-
-
-
-
_
(20) -10d (Carried Member- Max Nailing)
(20) -16d (Carrying Member- Max Nailing)
T6
THD28
1781,
3865
3965
3965
2330
(28) -16d (Face)
FL13285.35,
(16) -10d x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HTU28
3820
4340
4680
2140
-
-
-
_
_
(26) -10d x 1-112 (Carried Member- Mox Nailing)
(26) -16d (Carrying Member - Max Nailing)
T7
THD28-2
1781,
3950
4540
4935
2595
(28) -16d (Face)
FL13285.35,
(16) -10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS28-2
4210
4770
5140
2000
-
-
-
_
_
(22) - 16d (Face)
(8) -16d (Joist)
HTU28-2
3820
4340
4680
3485
-
-
-
_
_
(26) -10d (Carried Member - Max Nailing)
(26) -16d (Carrying Member- Max Nailing)
T8
THD46
1781,
2540
2920
3175
2285
(18) -16d (Face)
FL13285.35,
(12) -10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS46
2790
3160
3410
1550
-
-
-
-
_
(14) - 16d (Face)
(6) -16d (Joist)
^usP
,WWI STRUCTURAL.
CONNECTORS
A WOW Company
Hangers
Allowable Load (lbs)
DF-L/SP
LSL
LVL
PSL
SPF
I -JOIST
160%
LISP
Label
Stock No.
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
T9
THD48
1781,
3950
4540
4935
2595
-
-
(28) -16d (Face)
FL13285.35,
(16) -10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS48
4210
4770
5140
2000
-
-
-
_
_
(22) - 16d (Face)
(8) -16d (Joist)
T10
THDH26-2
1881,
3915
4505
4795
2235
(20) -16d (Face)
FL821.75,
(8) -10d (Joist)
06-
0921.05,
RR 25779
13116-R
HGUS26-2
4355
4875
5230
2155
-
-
-
_
_
(20) - 16d (Face)
(8) -16d (Joist)
T11
THDH26-3
1881,
3915
4505
4795
2235
(20) -16d (Face)
FL821.75,
(8) -10d (Joist)
06-
0921.05,
RR 25779
HGUS26-3
4355
4875
5230
2155
-
-
-
-
_
(20) -16d (Face)
(8) -16d (Joist)
T12
THDH28-2
1881,
6535
7515
8025
2665
(36) -16d (Face)
FL821.77,
(10) -16d (Joist)
RR 25779
13116-R
HGUS28-2
7460
7460
7460
3235
-
-
-
_
_
(36) - 16d (Face)
(12) -16d (Joist)
T13
THDH28-3
1881,
6770
7785
8025
2665
(36) -16d (Face)
FL821.75,
(10) -16d (Joist)
06-
0921.05,
RR 25779
HGUS28-3
7460
7460
7460
3235
-
-
-
_
_
(36) -16d (Face)
(12) -16d (Joist) -
US
STRUCTURAL
CONNECTORS`
A MOW Company
Fastener Comparison Table
Connector Schedule ,
Group
Label
LISP Stock No
Required Fasteners
Reference No
Required Fasteners
(4) - lod (Header)
(4) -10d (Header)
-
T1
JUS24
LUS24
(2) -10d (Joist)
(2) - IOd (Joist)
(4) - IOd (Header)
(4) - lod (Header)
-
T2
JUS26
LUS26
-
(4) - 10d (Joist)
(4) - IOd (Joist)
(22) -10d (Face - Face Max Nailing)
(5) -16d (Carried Member- Face Mount)
(6) -_Iod (Face -Top Max Nailing)_
(6) -16d (Carried Member- Top Flange)
-
T3
MSH422
(6) - 30d (Joist - Face Max Nailing)
THA422
(22) -16d (Face - Face Mount)
(6) -10d (Joist - Top Max Nailing)
(2) -16d (Face - Top Flange)
(4) - lod (Top - Top Max Nailing)
(4) -16d (Top - Top Flange)
(11) - IOd x 1-112 (Carried Member)
(18) -16d (Face)
(12) - 10d x 1-1/2 (Joist)
(20) - lod x 1-112 (Carried Member - Max Nailing)
-
T4
THD26
HTU26
(20) -16d (Carrying Member)
(20) -16d (Carrying Member -Max Nailing)
(18) - 16d (Face)
(14) -16d (Face)
-
T5
THD26-2
HHUS26-2
(12) - 10d (Joist)
(6) -16d (Joist)
(28) - 16d (Face)
(26) -10d x 1-112 (Carried Member- Max Nailing)
-
T6
THD28
HTU28
(16) - 10d x 1-1/2 (Joist)
(26) -16dx 1-1/2 (Carrying Member- Max Nailing)
(28) - 16d (Face)
(22) -16d (Face)
-
T7
THD28-2
HHUS28-2
(16) - 10d (Joist)
(8) -16d (Joist)
(18) - 16d (Face)
(14) -16d (Face)
-
T8
THD46
HHUS46
(12) - lod (Joist)
(6) -16d (Joist)
(28) -16d (Face)
(22) -16d (Face)
-
T9
THD48
HHUS48
(16) - 10d (Joist)
(8) -16d (Joist)
(20) - 16d (Face)
(20) -16d (Face)
-
T10
THDH26-2
HGUS26-2
(8) -16d (Joist)
(8) -16d (Joist)
(20) -16d (Face)
(20) -16d (Face)
-
T11
THDH26-3
HGUS26-3
(8) -16d (Joist)
(8) -16d (Joist)
(36) -16d (Face)
(36) -16d (Face)
-
T12
THDH28-2
HGUS28-2
(10) - 16d (Joist)
(12) -16d (Joist)
(36) - 16d (Face)
(36) -16d (Face)
-
T13
THDH28-3
HGUS28-3
(10) - 16d (Joist)
(12) -16d (Joist)
us P
STRUCTURAL
CC NNECTOW
A M!Tek7 Company
A 6 l't
ya
JUS24 JUS26 MSH422
771;
-111
'Al
Ig.
asCN
-50
rr
..... ..... .....
THD26 THD26-2 THD28
. . . . . . . . . .
A
g
'
5
Nn
RE
TH D28-2 THD46 THDH26-2
i k f:
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ITHDH26-3 ITHDH28-2 ITHDH28-3
;JANUARY 8, 2016 TYPICAL HIP / KING JACK CONNECTION LVL NAILING SCHEDULE ST-CRNRST &LVL NAILIN
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
Attach End Jack's
w/ (4) 16d Toe Nails @ TIC
& (3) 16d Toe Nails @ BC
Attach' King Jack w/ (2) 16d Toe
Nails @ TIC & 24" Strap w/ (6)
10dx1.5"ea. end @BC
Attach Corner Jack's
w/ (2) 16d Toe Nails
@ TIC & BC (Typ)
Attach Corner Jack's
w/ (3) 16d Toe Nails @ TIC &
(2) 16d Toe Nails @ BC (Typ)
FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 I
MiTek USA, Inc. Page 2 of 2
=00
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
0 0o Trusses @ 24" ox.
a o0
HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48" O.C.
(SEE SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d
COMMON WIRE NAILS AND ATTACHED
MiTek USA, Inc. Roof Sheathing TO BLOCKING WITH (5) - 10d COMMONS.
V-3"
Max.
IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO
THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO NAILS
CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE
TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT
MAY RESULT FROM THE BRACING OF THE GABLE ENDS
2X 4 PURLIN FASTENED TO FOUR TRUSSES
WITH TWO 16d NAILS EACH. FASTEN PURLIN
\ TO BLOCKING W/ TWO 16d NAILS (MIN)
Diag. Brace \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES
at 1 /3 points I SUPPORTING THE BRACE AND THE TWO TRUSSES
if -needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING
TO TRUSSES WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
End Wall
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL
METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS
FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAILING SCHEDULE.
METHOD 2: ATTACH 2X _ SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE
AND SPECIES AS THE TRUSS VERTICALS
NAILING SCHEDULE:
FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05),150 MPH (ASCE 7-10) OR LESS, NAIL ALL
MEMBERS WITH ONE ROW OF 10d (.131" X 3") NAILS SPACED 6" O.C.
FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL
MEMBERS WITH TWO ROWS OF 10d (.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM)
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1.
ALL BRACING METHODS SHOWN ON PAGE 1 ARE
/ VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
/ AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST
STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM
GABLE TRUSS / CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN
IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR "
-
STRUCTURAL GABLES WITH INLAYED
/
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE. /
���t1�l�iil144.
STANDARD /�'��+•Mrs{�ji,1'�
Ijj.
GABLE TRUSS~
FEBRUARY 14, 2012 STANDARD PIGGYBACK I ST-PIGGY-PLATE
TRUSS CONNECTION DETAIL
�/ as
0 00
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a
MiTek USA, Inc.
This detail is applicable for the following wind conditions:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under
all enclosure and exposure conditions as long as no uplift exceeds 377 lbs.
Refer to actual piggyback truss design drawing for uplifts.
NOTE:
This Detail is valid for one ply trusses spaced 24" o.c. or less.
PIGGYBACK TRUSS
Refer to actual truss design drawing for
additional piggyback truss information.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE
TRUSS (SPACING NOT TO EXCEED 24" O.C.).
A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT.
MiTek USA, Inc. Page 1 of 1
Attach piggyback truss to the base truss with 3"x8" TEE -LOCK
Multi -Use connection plates spaced 48" o.c. Plates shall be
pressed into the piggyback truss at 48" o.c. staggered -from -each
face and nailed to the base truss with four (4)- 6d (1.5"0.099")
nails in each plate to achieve a maximum uplift capacity of 377 lbs.
at each 3"x8" TEE -LOCK Multi -Use connection plate.
(Minimum of 2 plates)
Attach each purlin to the top chord
of the base truss.
(Purlins and connection by others)
BASE TRUSS
Refer to actual truss design drawing
for additional base truss information.
,. 4 Is"
`�`�tYS''-fit
;-.'.►.��*=o'er, ,.. p
FEBRUARY 14, 2012
0 00
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MiTek USA, Inc.
VALLEY TRUSS TYPICAL
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2
MiTek USA, Inc. Page 1 of 1
GENERAL SPECIFICATIONS
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 4.5"WS45 USP OR EQUILIVANT
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
GABLE END, COMMON TRUSS 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS-01
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
11
w
in
BASE TRUSSES
VALLEY TRUSS TYPICAL
GABLE END, COMMON TRUSS
no r-ionC0 Toi Ics
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH
WIND DESIGN PER ASCE 7-10 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATEGORY II BUILDING
EXPOSURE C
!x4 CONTINUOUS NO.2 SYP
WIND DURATION OF LOAD INCREASE: 1.60
OOF W/ TWO USP WS45 (1/4" X 4.5")
MAX TOP CHORD TOTAL LOAD = 50 PSF
TREWS INTO EACH BASE TRUSS.
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF
z
ON THE TRUSSES
6.5" Max
7`DF
_>
FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1
00
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0 00
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MiTek USA, Inc.
VALLEY TRUSS TYPICAL
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
i
GABLE END, COMMON TRUSS
OR GIRDER TRUSS
MiTek USA, Inc. Page 1 of 1
GENERAL SPECIFICATIONS
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT
DO NOT USE DRYWALL OR DECKING TYPE SCREW
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE PER DETAIL A
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING
EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS - 01
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
BASETRUSSES
VALLEY TRUSS TYPICAL
GABLE END, COMMON TRUSS
no rlonr-o Tol too
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH
WIND DESIGN PER ASCE 7-10 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING
TO THE ROOF W/ TWO USP WS3 (1 /4" X 3") EXPOSURE C
WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF
ON THE TRUSSES
DETAIL A
(NO SHEATHING)
N.T.S.
NOVEMBER 26, 2014 TRUSSED VALLEY SET DETAIL ST-VALLEY
(HIGH WIND VELOCITY)
FI0
a/�aa
0 00
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a
MiTek USA. Inc.
NOTE: VALLEY STUD SPACING NOT
TO EXCEED 48" O.C. SPACING
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH
WIND DESIGN PER ASCE 7-10 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATEGORY II BUILDING
EXPOSURE B or C
WIND DURATION -OF LOAD INCREASE: 1.6
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
SUPPORTING TRUSSES DIRECTLY UNDER
VALLEY TRUSSES MUST BE DESIGNED
WITH A MAXIMUM UNBRACED LENGTH OF
2'-10" ON AFFECTED TOP CHORDS. i
NOTES:
- SHEATHING APPLIED AFTER
INSTALLATION OF VALLEY TRUSSES
- THIS DETAIL IS NOT APPLICABLE FOR
SPF-S SPECIES LUMBER.
NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED
TO THIS FACE WHEN
PITCH EXCEEDS 6/12.
(MAXIMUM 12/12 PITCH)
NON -BEVELED
BOTTOM CHORD
MiTek USA, Inc. Pagel of 1 ''
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE
APPLIED TO EITHER FACE
CLIP MAY BE APPLIED
TO THIS FACE UP TO
A MAXIMUM 6/12 PITCH
MAY 24, 2012 Standard Gable End Detail ST-GE190-SP
00
a 00
0 00
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MiTek USA, Inc.
DIAGONAL BRACE
4'-0" O.C. MAX
n
Typical 2x4 L-Brace Nailed To
2x4 Verticals W/10d Nails, 6" o.c.
Vertical Stud
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
12
Q Varies to Common Truss
Vertical Stud
(4) -16d Nails
(2) - 10d Nails into 2x6
SECTION A -A
MiTek USA, Inc. Page 1
2X6 SP OR SPF No. 2
DIAGONAL BRACE
16d Nails
Spaced 6" o.c.
2X6 SP OR SPF No. 2
!\ Typical Horizontal Brace
Nailed To 2x4 Verticals
w/(4)-10d Nails
4.SP OR SPF No. 2
SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST
DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING
A TO TRUSSES WITH (2) -10d NAILS AT EACH END.
* * ATTACH DIAGONAL BRACE TO BLOCKING WITH
3x4 = (5) -10d NAILS.
BR 8 B (4) - 8d NAILS MINIMUM, PLYWOOD
SHEATHING TO 2x4 STD SPF BLOCK
* - Diagonal Bracing * * - L-Bracing Refer
Refer to Section A -A to Section B-B
2a" Max Roof Sheathing—,
NOTE.
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND
WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT
Max.
BRACING OF ROOF SYSTEM.
4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3
OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF
DIAPHRAM AT 4'-0" O.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A
2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL
BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD.
ATTACH TO VERTICAL GABLE STUDS WITH (4) 10d NAILS THROUGH 2x4.
TO A
Diag. Brace
(REFER SECTION -A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240.
at 1 /3 points
8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES.
If needed9.
DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR
\�
TYPE TRUSSES.
10. 10d AND 16d NAILS ARE 0.131"X3.0" AND 0.131"X3.5" COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC.
Minimum
Stud Size
Species
and Grade
Stud
Spacing
Without
Brace
2x4
L-Brace
DIAGONAL
BRACE
2 DIAGONAL
BRACES AT
1/3 POINTS
Maximum Stud Length
2x4 SP No. 3 / Stud
12" O.C.
3-8-10
5-6-11
6-6-11
11-1-13
2x4 SP No. 3 / Stud
16" O.C.
3-3-10
4-9-12
6-6-11
9-10-15
2x4 SP No. 3 / Stud
24" O.C.
2-8-6
3-11-3
5-4-12
8-1-2
2x4 SP No. 2
12" O.C.
3-10-15
5-6-11
6-6-11
11-8-14
2x4 SP No. 2
16" O.C.
3-6-11
4-9-12
6-6-11
10-8-0
2x4 SP No. 2
24" O.C.
3-1-4
3-11-3
1 6-2-9
1 9-3-13
Diagonal braces over 6'-3" require a 2x4 T-Brace attached to
one edge. Diagonal braces over 12'-6" require 2x4 I -braces
attached to both edges. Fasten T and I braces to narrow edge
of diagonal brace with 10d nails bin o.c., with 3in minimum
end distance. Brace must cover 90% of diagonal length.
T or I braces must be 2x4 SPF No. 2 or SP No. 2.
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B or C
ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND C
DURATION OF LOAD INCREASE: 1.60 1 CONNECTION OF BRACING IS BASED ON MWFRS.
End Wall
(2) - 1 X
/ (2) - 10d NAILS
:/JrUWs (P 24" o.c.
i
/2x6 DIAGONAL BRACE SPACED
48" O.C. ATTACHED TO VERTICAL WITH
(4) -16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) -10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
r
:;•3B�BC�A2:
August 10, 2010 T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2
MiTek USA, Inc. Page 1 of 1
Note: T-Bracing / I -Bracing to be used when continuous lateral bracing
O 00 is impractical. T-Brace / I -Brace must cover 90% of web length.
0 OD -
u Note: This detail NOT to be used to convert T-Brace / I -Brace
MiTek USA, Inc. I webs to continuous lateral braced webs.
Nailing Pattern
T-Brace size
Nail Size
Nail Spacing
2x4 or 2x6 or 2x8
10d
6" o.c.
Note: Nail along entire length of T-Brace / I -Brace
(On Two-Ply's Nail to Both Plies)
WEB
Nails
Nails
t
\\—A
SPACING
/ Section Detail
T-Brace
Web
Nails
Web I -Brace
Nails/
Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or 2x4
2x4 T-Brace
2x4 I -Brace
2x6
2x6 T-Brace
2x6 I -Brace
2x8
2x8 T-Brace
MI -Brace
Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or 2x4
2x4 T-Brace
2x4 I -Brace
2x6
2x6 T-Brace
2x6 I -Brace
2x8
2x8 T-Brace
2x8I-Brace
T-Brace / I -Brace must be same species
and grade (or better) as web member.
•
3C3 Bl AT� 2f VL.LfI ViJ LIV !ti 8 .L
FEBRUARY 8, 2008
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MiTek USA, Inc.
LATERAL BRACING RECOMMENDATIONS ST-STRGBCK
MiTek USA, Inc. Page 1 of 1
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY
ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF
THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED
WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS.
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) 10d NAILS
In
VERTICAL WEB IS
RECOMMENDED WHILE
USE ME I AL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) 10d NAILS
TO BOTTOM CHORD (0.131" x 3")
ATTACH TO VERTICAL
SCAB WITH (3) - 10d NAILS
(0.131" x 3")
OF TRUSS. FASTEN TO TOP AND
BOTTOM CHORD WITH (2) - 10d
A I I ACH TO VER I ICAL
SCAB WITH (3) - 10d NAILS
(0.131 " x 3")
TRUSS 2x6 4-0-0 WALL
r STRONGBACK (TYPICAL SPLICE) (BY O'
INSERT WOOD SCREW THROUGH OUTSIDE
FACE OF CHORD INTO EDGE OF STRONGBACK
(DO NOT USE DRYWALL TYPE SCREWS)
ATTACH TO VERTICAL
WEB WITH (3) - 10d NAILS
(0.131"x 3")
HI In IV Vn%./RD
WITH TWO #12 x 3"
WOOD SCREWS f.216" DIAM.I
INSER I SGHEW I HHUUGH UU I SIDE
FACE OF CHORD INTO EDGE OF
STRONGBACK (DO NOT USE
DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG
SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS
(0.131" x 3") EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d
NAILS (0.131" x 3") STAGGERED AND EQUALLY SPACED.
(TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL)
BLOCKING
(BY OTHERS)
JANUARY 28, 2015 LATERAL TOE -NAIL DETAIL ST-TOENAIL SP
j \u/ IjuIQ
0 00
0 00
a
MiTek USA, Inc.
MiTek USA, Inc. Page 1 of 1 ,
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND
EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES
FOR MEMBERS OF DIFFERENT SPECIES.
OE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail)
DIAM.
SP
DF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
O
.135
93.5
85.6
74.2
72.6
63.4
J
;n
.162
108.8
99.6
86.4
84.5
73.8
of
z
.128
74.2
67.9
58.9
57.6'
50.3
.131
75.9
69.5
60.3
59.0
51.1
N
.148
81.4
74.5
64.6
63.2
52.5
c+i
VALUES SHOWN ARE- APACfTY-PER-TOE-NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (.162" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD
For load duration increase of 1.15:
3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity
ANGLE MAY
VARY FROM
30 ° TO 60 °
45.00 °
ANGLE MAY
VARY FROM
30 *TO 60 °
THIS DETAIL APPLICABLE TO THE
THREE END DETAILS SHOWN BELOW
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
(2x4)
3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00 °
SIDE VIEW
(2x3)
2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2x6)
4 NAILS
NEAR SIDE
NEAR SIDE
NEARSIDE
NEARSIDE
ANGLE MAY"
VARY FROM
30 0 TO 600
45.000
.1
March 4, 2013 UPLIFT TOE -NAIL DETAIL ST-TOENAIL_UPLIFT
_ oo
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O 00
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MiTek USA, Inc.
SIDE VIEW
NEAR
FAR SIDE
MiTek USA, Inc. Page 1 of 1
THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING
UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE
FOR LOADS IN OTHER DIRECTIONS.
TOP PLATE
OF WALL
NEAR SIDE
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (lb/nail)
DIAM.
I SP
DF
HF
SPF
SPF-S
(7
.131
59
46
32
30
20
p
.135
60
48
33
30
20
J
;q
.162
72
58
39
37
25
J
Cl)
Z
.128
54
42
28
27
19
W
131
55
43
29
28
19
J
J
Zr)
N
.148
62
48
34
31
21
Z
(5
.120
51
39
27
26
17
O
.128
49
38
26
25
17
o
.131
51
39
27
26
17
c13
.148
57
44
31
28
20
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
END VIEW
L /�X 1/� 1 3F 6" FOR 16" FOR81-155NAILIL
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES
WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE
NAIL FROM THE MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF
NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING
OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH
LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN
THE CONNECTION.
EXAMPLE:
(3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE
For Wind DOL of 1.33:
3 (nails) X 37 (lb/nail) X 1.33 (DOL for wind) = 148 lb Maximum Allowable Uplift Reaction Due To Wind
For Wind DOL of 1.60:
3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 lb Maximum Allowable Uplift Reaction Due To Wind
If the uplift reaction specified on the Truss Design
Drawing exceeds 147 Ibs (177 Ibs) Building Designer
is responsible to specifiy a different connection.
"' USE (3) TOE -NAILS ON 2x4 BEARING WALL
"' USE (4) TOE -NAILS ON 2x6 BEARING WALL
FEBRUARY 5,2016 TYP 2x2 NAILER ATTACHMENT ST-2x2 NAILINIG
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
1.5 x 4
W NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 176 mph, ASCE
1
7-10, 29'-0" Mean Height, Exp. B, Q or D.
2x2 SP No. 3
46
" .'`April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL ST-FLAT GIR BRACE
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 301' (2'-6AA)
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON HS
far ��Q�s
ART, #
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Yrarst<zg.;eara' +rcuasts;aiai so+sps[q ert+ I+rr:�,ey +:»+� a roi:;xr s.m, ceps:eut�r+ .ue�ie amg rpax"!amrtsas dar+ 4 m i�azswebiract + rrtr" ieks a u�ra i;awaaanws,saijlun. A�tilonY T. Tombo H P.E,
.sxas,.xueeaz ,sia' r aimpa elxmtetc aaknuean'et ei Gd3ser ik�:Bern;,,;ee wiasadtnud ssiCa:ta;ep:emeen>raa.ti.=.�r w.cmkn�, n c: m.�cwq wt; sasftaas,e,r•!�?"a�sq. T6rn
.arruw.t �xs»rfa,�toowr�p.e��e�arn�nsrrk�raaa.aerrn�asta near apace, tt u.c�aeaear;umgr,trss,�.+araaRe,rts. sY. ;zi
r..ertre l:F et nt�n.•ry^xlr,mtr Txr6re7(mix kr ri idtt }atfisHrmvke Ihrau2q t,u4 fiA Fi7Y_ee p!¢7{+"tz4�`5!(m6rdMst 4e� daifbt.4451ii1C16' 6,k
- - Ca�}�igM?Cf 2(IIdAIRaiiTnnsn AmhoiiYT>Toawsuli6Pf. 4eprade�.an afi7:ridacameri re any l&rm npraE,lbitbd'u5kuel tAe vthteapermrssmahoiulld Aoafisassaf-AnikaayTiTa;s6aU[,p, a yPle - 34946
OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS ST-REP01 Al al.
AND DAMAGED OR MISSING CHORD SPLICE PLATES ,
- /--N MiTek I IRA. Inr._ Pane 1 Of l
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MiTek USA, Inc.
v
TOTAL NUMBER O
NAILS EACH SIDE
OF BREAK
X
INCHES
MAXIMUM FORCE (Ibs)15% LOAD DURATION
SP
DF
SPF
HF
2x4
2x6
2x4
2x6
2x4
2x6
2x4
2x6
2x4
2x6
20
30
24"
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30"
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36"
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42"
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48"
3657
5485
3346
5019
2829
4243
2898
4347
L
DIVIDE EQUALLY FRONT AND BACK
ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH
FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS
(TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3")
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C.
SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE.
THE LENGTH OF THE BREAK-(C) SHALL NOT EXCEED 12". (C=PLATE LENGTH -FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS:
-A L=(2)X+C
• 10d NAILS NEAR SIDE
+10d NAILS FAR SIDE
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY
PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE)
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES
NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS
SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED
REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
.010
,'4,0 'arch 4, 2013 SCAB APPLIED OVERHANGS ST-REP13A
MiTek USA, Inc. Page 1 of 1
TRUSS CRITERIA:
LOADING: 40-10-0-10
• ��� DURATION FACTOR: 1.15
�^ SPACING: 24" O.C.
II_�l TOP CHORD: 2x4 OR 2x6
PITCH: 4/12 - 12/12
MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF
TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED
6" O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED
TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2x
NOTE: TRUSS BUILT WITHOUT AN OVERHANG.
THIS DETAIL IS NOT TO BE USED WHEN
OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
This. detail to be used only with trusses (spans less than 40') spaced
24" o.c. maximum and having pitches between 4/12 and 12/12 and
total top chord loads not exceeding 50 psf.
Trusses not fitting these criteria should be examined individually.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
REPAIR REQUESTS
When sending in repair requests, please use engineering sheets to describe issue or damage, and email to design@altruss.com.
NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very
helpful. Engineering sheets with the damage or issue noted are required.
1. If there are any special circumstances (sheeted, trades in, etc.) please make sure you note it on the drawing or email request.
2. We cannot provide s�aled drawings for "field built" trusses.
2. See details below.
f
ALTI-R70yEL7 BEARING-GQNDl710N: TRU5514}f©DIFICA""N
BREAKS: !!se astsrle.tfl notg Cra4u in �ert.Ici afion of.Gear�nif; area 'MISSING / DAE�tAGE[? Pt A fE5: q;�r�sS is taa lt�ncl.i Short; fry and #�¢_
ft exaef {ocafran ofthe break; I r
pr©vicfprnet�slorsneeriPii
e tha nees3s a� d2ra'ed as pc sih(e anti ro "d fr
'ircEe�{at f
1 tiiinensionsasneeded:
.a._4x011 M.�.__
x3 I I: 3x3 Pmm 3z3 I I 3x4 1 5x4 If 1 5z4 11
5x6 .—
1 -2 3 4 ;6 7 8- 1'0 11 12
it
IV
VA
1 i
4R2-
22 21 20 19 10 17 16 15: 14 7 1(2,L
1;5x4 11 3x6 =" 1.5x4 11 1,5x4 .l1 fix. 3x6.= 3x6; FP = 3x4.= . 3x3: �4X6
TOO LONG
MEMBER,:SP'Ltfi
Deb©te exact Iacatt* of spilt, dnd
g rrnKde an app-MYirraat6� length::
Wx
A. V
BREAKS; Ilse a {Itte tc� ►�c€e
tlie:exact,facat c�n`ohhe.break,
.
3X4 - RglSSING IDAMAGEDPLATE&
7 Oirclplt that r"teesls addresei
3x.
8 1f