HomeMy WebLinkAboutROOF TRUSSES (2)A-
AMI RUUF
MTRUSSES
A FLORIDA CORPORATION
RE: Job 64215
Site Information:
Customer Info: JOHN R HERRING Project
Lot/Block:
Address: 4451 ST. LUCIE BLVD, FORT PIE
City:
Name Address and License # of Structur
Name:
Address:
City:
r design values are in accordance with ANSVTPI 1-2007 section 6.3
truss designs rely on lumber values established by others.
e: A-1 ROOF TRUSSES ADDITION
Model: A-1 ADDITION
FL 34946,ision:
County: St Lucie
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
State: FL
Engineer of Record, If there is one, for the building.
License #:
General Truss Engineering Criteria -Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions): '
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 Wind SDeed: 170 MPH
Roof Load: 55.0 psf
This package includes 41 individual, dated Truss I
With my seal affixed to this sheet, I hereby certify tl
conforms to 61 G1 5-31.003,section 5 of the Florida
I Floor Load: 100.0 psf
gn Drawings and 0 Additional Drawings.
I am the Truss Design Engineer and this index sheet
ard of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
I
A0687461
FG01
4/26/16
13
A0687473
FT06
4/26/16
25
A0687458
B02
4/26/16
2
A0687462
FG02--�/267/16
14
A0687474
FT07
4/26/16
26
A0687459
col
4126/16
3
A0687463
FG03
4/26/16,11
15
A0687475
FT08
4/26/16
27
A0687460
CO2
4/26/16
4
A0687464
FG04
4126/1611
16
A0687476
FT08A
4/26/16
28
A0687482
MVA
4/26/16
5
40687465
FG05
4/26/16
17
A0687477
FT08B
4/26/16
29
A0687483
MVB
4/26/16
6
A0687466
FG06
4/26/16
18
A0687478
FT09
4/26/16
30
A0687484
MVC
4/26/16
7
A0687467
FG07
4/26/1�
19
A0687479
FT10
4/26/16
1 31
IA0687485
MVD
4/26/16 1
8
A0687468
FT01
4/26/1 1 6
20
A0687480
FT1 1
4/26/16
32
IA0687486
MVE
4/26/16
9
j A0687469
FT02
4/26/.16
21
A0687481
FT12
4/26/16
33
A0687487
MVF
4/26/16
10
A0687470
FT03
4/26/ . 16
22
A0687455
A01G
4/26/16
34
A0687488
MVG
4/26116
11
A0687471
FT04
4/26/16
23
A0687456
A02G
4/26/16
35
A0687489
MVH
4126/16
12
A0687472
I FT05
14/26/16
24
A0687457
B01
Z/26116
1 36
A0687490
mvi
14/26/16 1
The truss drawing(s) referenced have been pre . ared by MiTek Industries, Inc. unaer my direct supervision based on the pwameieFb pruviuuu Uy
Ltd.
Truss Design Engineer's Name. �Inthony Tombo III
My license renewal date for the state of Florida is February 28,2017.
NOTE -The seal on these drawings indicate 6cceptance of professional !-Pf,
engineering responsibility solely for the truss components shown.
0 10
ty of the
The sUitability and use of components for any particular building is the responsibili 4. go,
building designer, per ANSIrrPI-1 Sec. 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the go % A it %
construction documents (also referred to at times as 'Structural Engineering Documents)
prqvided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Dighaily slgncd by Anth-,Z 44
Trusses or specific location]. These TDlJs (also referred to at times as 'Structural Delegat.A nth ony Tombo,111 - , ip . %
DN:c--US, st=MddaT—F3n.j* . . . . . .
Engineering Documents) are specialty structural component designs and may be part of th .. H
—An "YT.
As a Truss Design Engineer Ci.e., Specialty T. T01mbo 2". iZZ1 r� "Z'
projecrs deferred or phased submittals. I T—b., 111,
emall=Anth ny. T— whero
Engineer), the seal here and on the TDD represents an acceptance of professional eedng.m
engineering rgesponsibility for the design of the single Truss depicted on the Too only. The Date2016 1613 -.02
Building Designer is responsible for and shall coordinate and review the TDDs for 000 0
compatibility with their written engineefing requirements. Please review all TDDs and all Anthony Tombo 111, P.E.
-related notes. SERIAL. #
3B BC A2 2100 00 00 OD 4C 12 87 DF
Page 1 of 2
Lumber design values are in accordance with ANSl/TP1 1-2007 section 6.3
A-1 RUUF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job 64215
No.
Seal #
Truss Name
Date
37
A0687491
MVK
4/26/16
38
A0687492
MVL
4/26/16
39
A0687493
MVM
4/26116
�40
A0687494
MVN
4/26/1 6
141
A0687495
MVP
4126/1�6
Page 2 of 2
11,
4
Job
Truss
Truss Type I
Q fy
Ply
A0687455
e1215
A01G
FLAT 131�DER
2
5
� Job Reference (optional)
- 11 ... _1__._._.__ - - - 1- .--- -
N, Al KUUr I KUc);3r_a, rum I rimm�m, r,_
8x12 5x8 4x6
1 2 3
ID:U7KXdEeOgkDJPIQYLaubaOzr-2s�asq?Bci0hiPawY9fte7sT4iZiVP?H;
21-3-8 1 26-M 1 31-8-8 1 37-" __j
Dead Load Dell. = 9/16 in
2x4 5x10 MT20HS=
MT20HS-- 4x4 4x6 5X8 8x12
4 5 6 7 8 9 10
'0 11 10 1 10 11 - -
7xl 0 MT20HS I I 12x14 11 10x14 MT20HS= 8x10 4x10 11 1 0x14 MT20HS= 12x14 11 7x10 MT20HS I I
5-2-8
LOADING (pso
SPACING
2�0 0
CS1.
DEFL.
in (loc)
I/defl
L/d
T'LL ' 0
3
DOL
Plate Grip-
�O
TC 0.91
Vert(LL)
0.48 14-15
>912
360
TCDL 1 5�O
Lumber DOL
1
BC 0.87
Vert(TL)
-0.97 14-15
>455
240
BCLL 0.0
Rep Stress Incr
�000
WB 0.98
Horz(TL)
0.19 11
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
L-IJMBER-
TOP CHORD 2x6 SP 240OF 2.OE
BOT CHORD 2x8 SP 240OF 1.8E
WEBS 2x6 SP 240OF 2.OE *Except*
9R;CING- Wl: W SP No.2, W3:2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 5-9-13
purfins, except end verticals.
BO-rCHORD
10-0-0 oc bracing: 11 -18
REACTIONS. (lb/size)
18 29886/0-8-0 (min. 0-4-15)
11 31048/0-6-0 (min. 0-5-2)
Max Horz
18 313(LC 12)
Max Uplift
18 -13437(LG 4)
11 -13950(LC 5)
Max Grav
18 29886(LC 1)
11 31048(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
whenshown.
TOPCHORD
1-1 8�27064/12244, 1-2�33107/14990,
2-3=-53350/24046, 3-4=-64238/28907,
4-5=-64238/28907, 5-6=-64238/28907,
6-7=-64323/28927, 7-8=-64323/28927,
8-9=-53386/23993, 9-10�33207/14922,
10-11 =-27122/12284
BOTCHORD
18-19=423/647,19-20=423/647,
.17-20=-423/647,17-21=-14990/33107,
21-22=-14990/33107, 22-23=-14990/33107,
16-23=-14990/33107,16-24=-24193/53664,.
24-25=-24193/53664,15-25=-24193/53664,
15-26=-28927/64323, 26-27=-28927/64323;
14-27=-28927/64323, 14-28=-24141/63700",
28-29=-24141/53700, 29-30=-24141/53700,
13-30=-24#41/53700, 13-31=-14922/33207,
31-32=-14922/33207,12-32=-14922/33207,
12-33=-285/628, 33-34=-286/628,
Continued on Dacie 2
BOTCHORD
18-19=-423/647,19-20=-423/647,
17-20=-423/647,17-21=-14990/33107,
21-22=-14990/33107, 22-23=-14990/33107,
16-23=-14990/33107,
16-24=-24193/53664, 24-25=-24193/53664,
15-25=-24193/53664,
15-26=-28927/64323, 26-27=-28927/64323,
14-27=-28927/64323,
14-28=-24141153700, 28-29�24141/53700,
29-30=-24141/53700,
13-30=-24141/53700,13-31=-14922/33207,
31-32=-14922/33207,
12-32=-14922/33207,12-33=-285/628,
33-34=-285/628, 34-35=-285/628,
11-35=-285/628
WEBS
10-12=-18908/42086,1-17�18854/41998,
9-12�17699/8200, 2-17�17751/8221,
9-13=-1 2003/26702, 2-16=1 2029/26786,
8-13�9460/4475, 3-16=-9446/4456,
8-14�6257/13889, 3-15�6207/13825,
6-14�523/485, 5-15=-506/457
NOTES-
1) 5-ply truss to be connected together with 12d
(0. 131 "x3.25'j 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: W - 3 rows
staggered at 0-4-0 oc.
Webs connected as follows: 2x6 - 2 rows staggered at
0-9-0 oc, 2x4 - 2 rows staggered at 0-7-0 oc, Except
member 13-8 2x4 - I row at 0-9-0 oc, member 16-3
2x4 - I row at 0-9-0 oc, member 14-6 2x4 - I row at
0-9-0 oc.
Attach TC&BC w/l/2" diam. bolts(ASTM A-307) in the
center of the member w/washers at 4-0-0 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.
[14:0-5-1
PLATES GRIP
MT20. 244/190
MT20HS 187/143
Weight:1814lb FT=O%
3) Wind: ASCE 7-10; Vult=1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf,, h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except flt=lb) 18=1 3437, 11 =1 3950.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
Anthony T. Tornbo 111, P.E.
180083
III on, sd,d le th too "IN pa-d 1014-fth 19iml 4.1moSetty W,-w:.W9 IMM IYTN WSKI ... ew-ifulmnlrdf-, MI 4451 St. Lucie Blvd.
r.W Th1"ssDWPE%1 is 1011. WI.; D.01.11, is Ws Syst. 41-1 ,1 k.'61j, Fort Pierce, FL 34946
(opytight 0 2016 A-1 Roofficsses - Anthanyr. Tombs III, V.I. Reptedurtion offfis dDiumeirs, in oryform, is pwililed withoon The wrinin perimssion from A -I bofliosses -Amhony I. Tombi, III, P.L
Job --
Truss Type - --- -
Qty
Ply
64215
�Truss
AOIG
FLAT GIRDER
2
�
5
� Job Reference (optional) A0687455
AT KUUt- I KUbb1zb, FOR I PitHUt, f-L 34S4(j, clesignCcppaitruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:OZ 2016 Page 2%
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�asq?Bci0hiPawYgjfte7sT4[ZiVP?HzewQL7PxzRAKZ
NOTIES-
11) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 1024
lb down and 477 lb up at 2-0-12, 2136 lb down and 914
lb up at 2-0-12, 1024 lb down and 477 lb up at 4-0-12,
2136 lb down and 914 lb up at 4-0-12, 1024 lb down
and 477 lb up at 6-0-12, 2136 lb down and 914 lb up at
6-0-12,1024 lb down and 477 lb up at 8-0-12, 2136 lb
down and 914 lb up at 8-0-12, 1024 lb down and 477 lb
up at 10-0-12, 2136 lb down and 914 lb up at 10-0-12,
1024 lb down and 477 lb up at 12-0-12, 2136 lb down
and 914 lb up at 12-0-12,1024 lb down and 477 lb up at
14-0-12, 2136 lb down and 914 lb up at 14-0-12,1024
lb down and 477 lb up at 16-0-12, 2136 lb down and
914 lb up at 16-0-12, 1024 lb down and 477 lb up at
18-0-12, 2136 lb down and 914 lb up at 18-0-12,1024
lb down and 477 lb up at 20-0-12, 2136 lb down and
914 lb up at 20-0-12,1024 lb down and 477 lb up at
22-0-12, 2136 lb down and 914 lb up at 22-0-12,1024
lb down and 477 lb up at 24-0-12, 2136 lb down and
914 lb up at 24-0-12,1024 lb down and 477 lb up at
26-0-12, 2136 lb down and 914 lb up at 26-0-12, 1024
lb down and 477 lb up at 28-0-12, 2136 lb down and
9`14 lb up at 28-0-12,1024 lb down and 477 lb up at
30-0-12, 2136 lb down and 914 lb up at 30-0-12,1024
lb down and 477 lb up at 32-0-12, 2136 lb down and
914 lb up at 32-0-12, 1024 lb down and 477 lb up at
34-0-12, 2136 lb down and 914 lb up at 34-0-12, and
1024 Ib down and 477 lb up at 36-0-12, and 2136 lb
down and 914 lb up at 36-0-12 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=1.00,
Plate Inerease=1.00
Uniform Loads (plo
Vert: 1 -1 O�90, 11 -1 8=-20
Concentrated Loads (lb)
Vert: 15=-3160(F=-2136, 60(F=-2136
, B=-1024) 20=-3160(F�2136, B�1024)
21=-3160(F=-2136, B=-1024) 22=-3160(F=2136,
B=-1024) 23�3160(1==-2136, B=-1024)
24=-3160(F=-2136, B=-1024) 25=-3160(F=-2136,
B=-1024) 26�3160(1==-2136, B=-1024)
27=-3160(F=-2136, B=-1024) 28=-3160(F=-2136,
B=-1 024) 29�3160(17�2136, B=-1 024)
30=-3160(F=-2136, B=-1024) 31=-3160(]F�2136,
B=-1 024) 32�3160(1==-2136, B=-1 024)
33=-3160(F=-2136, B=-1024) 34=-3160(F=-2136,
B=-1024) 35=-3160(F=-2136, B=-1024)
In , J1
IW- ho-�% d-yTH,q:..h-jn-dt, N hop d'-f'ofl., Ailm ;ipdarml. N hop =*.u'W.IGWwL W1W.:j Anthony T. Tombo III, P.E.
80083
4f= 4451 �t. Lcle Blvd.
ThTi1SD,IpEV if$ KQI-.h wk; D'op". Inis SIM 4'ladnj 62!6" Fort Pierce, FL 34946
Coppighl 0 2016 A -I Rodbuises - WhanyT. Tombe 111, P.I. Repiciludion offlik dommem, in any [Din is probibittil without 1118 w(I"In Valissimi from A -I lodbasses -Ambonyl. Tomb 111, F.L
Job N
Truss
Truss Type ]
Qty
A0687456
&15
A02G
FLAT GIR, DER
2
�Ply 5
1
�Jo b Reference (optional) I
A I - A i j 4n qA*nA 2016 Pa e -
Al ROOF'rRUSSES, FORT PIERCE, FL 34946, design@altj
5x8 = 4x4 =
7.�SJSCICL 14015-Inclus es, nc. pr
ID:U7KXdEeOgkDJPIQYLauba0ze2s�WEylcljHDJfl9sJ5nOgbyugn8WHGTGIwNkqEUqzRAK>
19-5-2 24-7T8
i i 1 0
4-8-14 ?4LT I
3x4 2x4 11 4x6 = 4x4 5x8 = Dead Load Defl. = 3/16 in
WI
L
v 10
a �
F S I
u
v I
i,
z
W
�IFZ�
WI
Lj I El Ll Ll Li
Ll 15 16 _ 17 1 16 12 19 20 21 22 23 24
Q all
14 1�
. .
-
---
5x10 MT20HSI I 6x10 11
6x8 =
M
6x10 11
5xl 0 MT20HSI I
4xl 0 11
L2
9-11-5
14 3 19-5-2
1 gfli 14
R
21,
=8
8- 4 4-8-14
0-Il 2
�24-71�01
Plate Offsets (X,Y)- [1:0-3-12,0-2-0], [2:0-1-12,0-1-8].
[6:0-1-12,0-1-8], [7:0-3-12,0-2-0], 18:0-5-10,0-0-0], [9:0-5-12,0-2-12],
110:04-0,0-5-8], [11: 0-64 0-2-0], [13:0-5-12
10-2-121, [14:0-5-13.0-241
1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Ilclefi
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.33
Vert(LL) 0.14 10-11 >999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.46
Vert(TL) -0.28 10-11 >999
240
MT20HS 1871143
BCLL 0.0
Rep Stress Incr NO
WB 0.68
Horz(TL) 0.05 8 n1a
n/a
BCDL 10.0
Code FBC20141TPI2007
(Matrix-M)
Weight: 1119 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP 240OF 2.OE
BOT CHORD 2x8 SP 240OF 1.8E
WEBS 2x4 SP M 31 'Except*
gP_�CING- Wl: 2X8 SP No.2, W3:2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 6-0-0
purlins, except end verticals.
BOTCHORD
10-0-0 oc bracing: 8-14
REACTIONS. (lb/size)
14
19132/0-8-0 (min. 0-3-3)
8
21443/0-6-0 (min. 0-3-9)
Max Horz
14
334(LC 5)
Max Uplift
14
-8585(LC 4)
8
-9591 (LC 5)
Max Grav
14
19132(LC 1)
8
21443(LC 1)
FORCES. (lb)
Max. Comp.[Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-14�1665417540,1-2=-18595/8444,
2-3=-27135/12227, 3-4=-27074/12163,
4-5=-27074/12163, 5-6=-27074/12163,
6-7=-1 8635/8362, 7-8=-1 6666[7566
BOTCHORD
14-15=-391/571,15-16=-391/571,
13-16=-391/571, 13-17=-8444/18595,
17-18=-8444/18595, 12-18�8444118595,
11-12=-8444/18595,11-19�12227/27135,
19-20=-1 2227/27135, 10-20=-1 2227/27135,
10-21 =-8362/18635, 21-22�8362/18635,
9-22�8362/18635, 9-23=241/533,
23-24=-241/533, 24-25=-241/533,
8-25�241/533
WEBS
7-9=-10901?/24302,1-13�10871/24285,
6-9=-7958/3808, 2-13=-8042/3841,
6-1 O�5178/11497, 2-11 =-5226/11635,
WEBS
7-9=1 0902/24302, 1-13�1 0871/24286,
6-9=-7958/3808, 2-13�8042/3841,
6-1 0=-5178/11497, 2-11 �5226/11635,
4-1 0=4911405, 3-11 =479/408
NOTES-
1) 5-ply truss to be connected together with 12d
(0. 131 "x3.25") 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: 2x8 - 3 rows
staggered at 04-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
Attach TC&BC w/1/2" diam. bolts(ASTM A-307) in the
center of the member w/washers at 4-0-0 oc.
2) All loads are considered equally applied to a p ies,
except if noted as front (F) or back (B) face in I e
LOAD CASE(S) section. Ply to ply connection have
been provided to distribute only loads noted a or
(B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult--1 70mph (3-second gust)
Vasd=1 32mph; TCDL=5.Opsf,, BCDL=5.opsf h=27ft-I
Cat * 11; Exp C; Encl., GCpi=D.l 8; C-C Extedor(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water
ponding.
5) Ali 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 14=8685, 8=9591.
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)
1024 lb down and 477 lb up at 2-0-12, 2136 lb down
and 908 lb up at 2-0-12, 1024 lb down and 477 lb up
at 4-0-12, 2136 lb down and 908 lb up at 4-0-12,
1024 lb down and 477 lb up at 6-0-12, 2136 lb down
and 908 lb up at 6-0-12,1024 lb down and 477 lb up
at 8-0-12, 2136 lb down and 908 lb up at 8-0-12,
1024 lb down and 477 lb up at 10-0-12, 2136 lb down
and 908 lb up at 10-0-12,1024 lb down and 477 lb up
at 12-0-12, 2136 lb down and 908 lb up at 12-0-12,
1024 lb down and 477 lb up at 14-0-12, 2136 lb down
and 908 lb up at 14-0-12, 1024 lb down and 477 lb up
at 16-0-12, 2136 lb down and 908 lb up at 16-0-12,
1024 lb down and 477 lb up at 18-0-12, 2136 lb down
and 908 lb up at 18-0-12,1024 lb down and 477 lb up
at 20-0-12, 2136 lb down and 908 lb up at 20-0-12,
1024 lb down and 477 lb up at 22-0-12, 2136 lb down
and 908 lb up at 22-0-12, and 1027 lb down and 474
lb up at 23-11-4, and 2140 lb down and 905 lb up at
23-11-4 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 (pil
Vert: 1-7=-90, 8-14�20
Concentrated Loads (lb)
Vert: 11=-3160(F=-2136, 13�1024)
15=3160(F=-2136, B=-1024) 16=3160(F�2136,
B�l 024) 17�3160(1==-2136, B=-1 024)
18=-3160(F=-2136, B=-1024) 19�3160(1==-2136,
B=1 024) 20=3160(F=-2136, B=-1 024)
21 �3160(1==-2136, B=-1 024) 22�3160(F=-2136,
B�l 024) 23�3160(1==-2136, B=-1 024)
24=-3160(F=-2136, B=-1024) 25�3167(F�2140,
13�1 027)
I
Anthony T. Tornbo 111, P.E.
# 80083
11ift". 4451 St. Lude Blvd.
eWe,ld TkTnssQn1pbV is RUIN 1411-1, DIJI11r, K Thus SIM 4m.0.1 im!6,1. Fort Pierce, FL 34946
zi (cpyiight 0 2016 M loo[Russes - Whanyl.lamho Ill, F.I. lopuduItion alibis dDauni, in any him, is pfobibbed withom An vrim pefrossica from A-1 loofIrosses -AnIhoty 1. Tombo 111, P1
Job
russ
Type
Qty
ply
64215
]Truss
B01
GABLE
2
1
�
A06874,57
[Job
RefLren (optional)
Al KUUI- I 111_15tit:ti, KJK1 PILKUL, t-L34946, design(galtruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:05 2016 Page +
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-_QW7qekvzdn8nOulK6BqU5iOLvjUCsL4cOaoOGzRAKW
19-10-0 39-8-0
19-10-0 10-10-0
4x4 =
4x8 =
0.25 Ff2
5x6 =
4x8 =
66 65 64 63 62 61 60 59 58 57 56 55 5453 52 51 50 49 48 47 46 45 4443 42 41 40 39 38 37 36 35 34
4x4 =
4x8 =
4x8 =
LOADING (psq
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/deft
L/d
TCLL 30.0
Plate Grip DOL
1.00
TC 0.10
Vert(LL)
n/a
n/a
999
TCDL 15.0
Lumber DOL
1.00
BC 0.08
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
NO
W13 0.11
Horz(TL)
-0.00 34
n/a
n/a
BCDL 10.0
Code FBC2014rrPI2007
(Matrix)
LUMBER-
TOPCHORD 2x6 SP No.2
BOTCHORD 2x6 SP No.2
WEBS 2x6 SP No.2 *Except*
W2:2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 39-8-0.
(lb) - Max Horz
66= 31 8(LC 5)
Max Uplift
All uplift 100 lb or less at joint(s)
except 66�1 21 (LC 4), 34�120([_C 5).
50=-167(LC 4), 51�175(1_C 4), 52=-173(LC
5), 53=-1 72(LC 5), 54=-1 72(LC 4),
56=-172(LC 4), 57�172([_C 5), 58=-172(LC
5), 59=-1 72(LC 5), 60�1 72(LC 4),
61�172(!_C 5), 62�175([_C 5), 63=-189(LC
5), 64=-398(LC 5), 65=-145(LC 4),
49=-1 75(LC 4), 48�1 73(LC 5), 47=-1 72(LC
5), 46=-172(LC 4), 44=-172(LC 4),
43=1 72(LC 4), 42=1 72(LC 4), 41 =-1 72(LC
4), 40�172(1_C 5), 39=-172(LC 5),
38=-174(LC 4), 37=-177(LC 4),36=-296(LC
4), 35=-201 (LC 5)
Max Grav
All reactions 250 lb or less at joint(s)
66, 34, 65 except 50=294(LC 10),
51 =304(LC 10), 52=302(LC 10),
53=301 (LC 10), 54=301 (LC 10).
56=301 (LC 10), 57=301 (LC 10),
58=301 (LC 10), 59=301 (LC 10),
60=301 (LC 10), 61 =301 (LC 10).
62=304(LC 10), 63=313(LC 10),
64=471 (LC 10), 49=304(LC 10),
48=302(LC 10), 47=301 (LC 10),
46=301(LC 10), 44=301(LC 10),
43=301(LC 10), 42=301(LC 10),
41 =301 (LC 10), 40=301 (LC 10),
39=301 (LC 10), 38=301 (LC 10),
REAFWkM&/
All reactions 250 lb or less at
joint(s) 66, 34, 65 except 50=294(LC
10), 51 =304(LC 10), 52=302(LC 10),
53=301 (LC 10), 54=301 (LC 10), 56=301 (LC
10), 57=301 (LC 10), 58=301 (LC 10).
59=301 (LC 10), 60=301 (LC 10), 61 =301 (LC
10). 62=304(LC 10), 63=313(LC 10).
64=471(LC 10), 49=304(LC 10), 48=302(LC
10), 47=301 (LC 10), 46=301 (LC 10),
44=301(LC 10), 43=301(LC 10), 42=301(LC
10), 4 1 �301 (LC 10), 40=301 (LC 10),
39=301 (LC 10), 38=301 (LC 10), 37=300(LC
10), 36=392(LC 9), 35=289(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
WEBS
2-64�287/333
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf,, h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the
truss only. For studs exposed t6wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSIrrPI 1.
4) Provide adequate drainage to prevent water
ponding.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree
rotation about its center.
7) Gable requires continuous bottom chord bearing.
8) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
9) Gable studs spaced at 14-0 oc.
10) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
AIX4
PLATES GRIP
MT20 2441190
Weight: 399 lb FT=O%
11) * This truss has been designed for a live load or
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.
12) Provide mechanical connection (by others) ofiniss
to bearing plate capable of withstanding 121 lb uplift at
joint 66, 120 lb uplift at joint 34, 167 lb uplift at joint 50,
175 lb uplift at joint 51, 173 lb uplift at joint 52, 172 lb
uplift at joint 53, 172 lb uplift at joint 54, 172 lb uplift at
joint 56, 172 lb uplift at joint 57, 172 lb uplift at joint 58,
172 lb uplift at joint 59, 172 lb uplift at joint 60, 172 lb
uplift at joint 61, 175 lb uplift at joint 62, 189 lb uplift at
joint 63, 398 lb uplift at joint 64, 145 lb uplift at joint 65,
175 lb uplift at joint 49, 173 lb uplift atjoint 48, 172 lb
uplift at joint 47, 172 lb uplift at joint 46, 172 lb uplift at
joint 44, 172 lb uplift at joint 43, 172 lb uplift at joint 42,
172 lb uplift at joint 41, 172 lb uplift at joint 40, 172 lb
uplift at joint 39, 174 lb uplift at joint 38, 177 lb uplift at
joint 37, 296 lb uplift at joint 36 and 201 lb uplift at joint
35.
13) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
14) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00
, Plate Increase=1.00
Uniform Loads (plo
Vert: 1-17=-90, 17-33=-90, 34-66=-105(F=-85)
'a klnr I. InhIVIAOr-Siftlie-est. Unstl�ls, " fit Moot
laid on' Met i far M IN ft 1,,14 It. We Mp Eq.. (U., 4,d,4 himul 11 d.. my Muutsoft te Motu, dw Inhifixel "o-nial .�P'sfi" fie hop d 11A smye I- 46nd so Ike ro Wy. .1d MI. N NP arnmu- Wil nethh- %R60:1 Anthony T. Tornbo 111, P.E.
:,.4.060a, F"" "'I uth it, oeter. �� 0..?, rift4d.im V tu WE') CUP,(, 1. Ihnoftelf 5, 340.11(.14o bal ke,11.1 Me cod Mi. Wwx I V. 6, 1[-] sel .1idi one 0. 16 Rest, Vkq J.". ftest, Wd-diahl K 1, it! lul i0dy 0.
Nt01f.;D.iIJ[u*.Wer auh lefor wj.nasew j sia ?,unedt. p-I I'd- # 80083
ThNsWPEV 4451 St. Lucie Blvd.
'(�o'pyiight 0 2016 A-1 Roolhusses- WWII. Tombe [IL F.Llepicklion of ibis dommem, in any fum, is probibhed without The wrinengunissian from A-1 loofTeusses -Anthony T. Tomto III, P.f. Fort Pierce, FIL 34946
Job
Truss
! -I
I russ Type
Qty
Ply
A0687458
6215
B02
I
Common
30
1
�
Job Reference (optional)
_ _
, _J� AA.=.K. Industries — 1AI—i A�r 11 1n%14*n7 MIA Pnna'
1 AIROOF'rRUSSESFoRfPIERCEFL34946,design@altruss.cpm 1. S I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-xpduEKm9VEI
19-10-0 2�7 334-1
6-4-7 i -1-9
re li i L64: _ 7
5x6 4x6 5x8
1 2 3
— — — — — — — — — — — — I
C� C� 4
V ;: %Y3
is 17
3x8 11 5x6 =
5
LOADING (pso SPACING- 2;0
TCLL 30.0 Plate Grip DOL �00
TCDL 15.0 Lumber DOL 1.00�
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2014rrPI2007
LUMBER -
MP CHORD 2x6 SP No.2
BOTCHORD 2x6 SP No.2
WEBS 2x4 SP No.3 Except* I
I;RACING- WI: 2x6 SP No.2, W2:2x4 SP N0.2 I
TOPCHORD
Structural wood sheathing directly applied or 3-1-0 oc
purlins, except end verticals. 1 1
BOTCHORD
4-5-8 oc bracing: 10-18
WEBS
1 Row at micipt
1-17, 2-16, 8-12, 9-11
MiTek recommends that Stabilizers and required
11 u g
cross bracing be installed during truss erection' in
a cor t st.1 or,
ccordance with Stabilizer Installation guide. I
REACTIONS. (lb/size)
is 2156/Mechanical
10 2156/Mechanical
Max Horz
is 318(LC 5)
Max Uplift
18 -1437(LC 4)
10 -1445(LC 5)
Max Grav
18 2276(LC 9)
10 2280(LC 10)
FORCES. (lb)
Max. Comp.[Max. Ten. - All forces 250 (lb), or less except
w4en shown.
TOPCHORD
1-1 8�220711447,1-2=2718/1787,
2-3=4336/2800, 34=4330/2801,
4-5=4641/2980, 5-6=4641/2980,
6-7=4298/2752, 7-8=-4303/2751,
8-9=-2646/1681, 9-10=-221411460
BOTCHORD
16-17=-1 781/2712, 15-16=-2781/4325,,
14-15=-2781/4325, 13-14=-2732/4293,
12-13=-273214293, 11-12=11 675/2640.'
WEBS
1-17�2031/32115, 2-17=-1777/1289,
2-16�1 247/1964, 4-16=-9311744,
4-14�2561644, 5-14=-354/349,
0.25FI-2
5x6
W 4x4
4 5 6
16 15 14 13 12
5X8 4x8 4x6
4x6 = 5x8 =
7
CSI.
DEFL.
in (loc) Ildefi
TC 0.55
Vert(LL)
0.28 14 >999
BC 0.93
Vert(rL)
-0.57 14 >822
VV13 0.88
Horz(rL)
0.11 10 n/a
(Matrix-M)
WEBS
1-17=-2031/3215,2-17=-1777/1289,
2-16=-1247/1964, 4-16=-9311744,
4-14=-256/644, 5-14=-354/349,
6-14=-267/644, 6-12=-934f752,
B-12=-1258/1967, 8-1 1=-177411291,
9-11 �2042/321 9
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wnd: ASCE 7-10; Vult=1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf-, h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) The solid section of the plate is required to be
placed over the splice line at joint(s) 15, 13.
5) Plate(s) atjoint(s) 18,1, 3,5, 7,10, 17, 2,16, 4,14,
6, 12, 8, 11 and 9 checked for a plus or minus 0
degree rotation about its center.
6) Plate(s) atjoint(s) 15 and 13 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 connectiion (by others) of truss
to bearing plate capable of withstanding 1437 lb uplift
at joint 18 and 1445 lb uplift at joint 10.
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
5X8 4x6 =
7 8
I I
5x6
Dead Load Defi. = 5/16 in
5x6 =
9
c?
4
10
3x8 11
A9 s-a
6-3-15
L/d
PLATES GRIP
360
MT20 244/190
240
n/a
Weight: 303 lb FT = 0%
gird —el., ple.4to is "ilxrvT11DVVR Anthony T. Tornbcs III, P.E.
he apysml V. fee IN let ulUi. e. flilrell, ind" lsefiq� flmnl,W0. oldintill so I'm 11-tienn'91 0. 4 80083
An oted 1.1,041h Vo eeft, par. W J'Alin; oil h9fts 6.1 TM I texts let lerrststiddisend 611s A% T M Will; lam Imp fislimer me In$ 9.4,11hres, norim 4451 �t. Lucie 131,4
0-1. leml bye ilolearts Ismimi. Tiel—cm]PEV 1, Kolb 9.1ft, Illdrul, Nfl Srftlkdmnll -11 W611 Fort Pierce, FL 34946
(opyright 0 2016 A -I ReA husses - Awls I hyLlombeffl,F1 Reproduction ofthis document, in any form, is prohibited without the wrinen permission from U lossfirosses -AmbonyT. Tordo 111, P1
Job
Truss
Truss Type
Q ty
ply
64215
C01
GABLE
4
I
F A06874,59
— ---- ---
Job Reference (opt!2�
u-1911t__4 Illubb.W111
i.o4u s uct i zuics mi ieK unausines, inc. Wea Apr iz iu:;:i4:uts zuib Page T
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�P?BGSgmnGYAjeTdsOEIX6kKTz7kCPCBWIMoSdbzRAKT
20-2-0
LOADING (pso
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defi
L/d
PLATES
TCLL 30.0
Plate Grip DOL
1.00
TC 0.34
Vert(LL)
n1a -
n/a
999
MT20
TCDL 15.0
Lumber DOL
1.00
BC 0.08
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
NO
WB 0.17
Horz(TQ
-0.00 18
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix)
LUMBER-
TOPCHORD 2x6 SP No.2
NOTES-
BOTCHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
1) Wind: ASCE 7-10; Vuit=l 70mph (3-second gust)
W3:2x6 SP No.2
Vasd=132mph; TCDL=5.Opsf,, BCDL=5.Opsf- h=27ft-
OTHERS 2x4 SP No.3 *Except*
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
ST1: 2x6 SP No.2
cantilever left and right exp�-sed ; end vertical left
BRACING-
exposed; Lumber DOL=1.60 plate grip DOL=1.60
TOPCHORD
2) Truss designed forwind loads in the plane ofthe
Structural wood sheathing directly applied or 6-0-0 oc
truss only. For studs exposed to wind (normal to the
purlins, except end verticals.
face), see Standard Industry, Gable End Details as
applicable, or consult qualified building designer as
MiTek recommends that Stabilizers and required
per ANsirrpi 1.
cross bracing be installed during truss erection, in
3) Provide adequate drainage to prevent water
accordance with Stabilizer Installation uide.
ponding.
4) All plates are 2x4 MT20 unless otherwise indicated.
REACTIONS. Ali bearings 19-5-0.
5) Plates checked for a plus or minus 0 degree
(lb) - Max Horz
rotation about its center.
33= 355(LC 5)
6) Truss to be fully sheathed from one face or securely
Max Uplift
braced against lateral movement (i.e. diagonal web).
All uplift 100 lb or less atjoint(s)
7) Gable studs spaced at 1-4-0 oc.
except 18�1 33(LC 5), 33=-499(LC 4),
8) This truss has been designed for a 10.0 psf bottom
32=-640(LC 5), 31 �1 87(LC 4), 30=-1 77(LC
chord live load nonconcurrent with any other live
5). 29=-1 74(LC 4), 28=-1 72(LC 5),
loads.
27=-1 72(LC 4), 26=-1 72(LC 5), 25=-1 72(LC
9) * This truss has been designed for a live load of
5), 23=-172(LC 4). 22=-172(LC 5),
20.Opsf on the bottom chord in all areas where a
21=-173(LC 4), 20�1 79(LC 5),19=-217(LC
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
4)
bottom chord and any other members.
Max Grav
10) Provide mechanical connection (by others) of truss
All reactions 250 lb or less at joint(s)
to bearing plate capable of withstanding 133 lb uplift at
18 except 33=542(LC 9), 32=618(LC 7).
joint 18, 499 lb uplift at joint 33, 640 lb uplift at joint 32,
31=317(LC 10), 30=310(LC 10),
187 lb uplift at joint 31, 177 lb uplift at joint 30, 174 lb
29=307(LC 10), 28=307(LC 10),
uplift at joint 29, 172 lb uplift at joint 28, 172 lb uplift at
27=307(LC 10), 26=307(LC 10),
joint 27, 172 lb uplift at joint 26, 172 lb uplift at joint 25,
25=307(LC 10), 23=307(LC 10),
172 lb uplift at joint 23, 172 lb uplift at joint 22, 173 lb
22=306(LC 10), 21=310(LC 10),
uplift at joint 21, 179 lb uplift at joint 20 and 217 lb
20=301 (LC 10), 19=347(LC 9)
uplift at joint 19.
11) Non Standard bearing condition. Review required.
FORCES. (lb)
12) "Semi -rigid pitchbreaks with fixed heels" Member
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
end fixity model was used in the analysis and design
when shown.
of this truss.
WEBS
13) In the LOAD CASE(S) section, loads applied to the
2-33�382/329, 2-32=-4491571
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.00
. Plate Increase=1.00
GRIP
244/190
Weight: 196 lb FT = 0%
k,
Standard
Uniform Loads (plo
Vert: 1-17=-90, 18-34=-105(F�85)
R
loaf I "v,S.fi;0SS,Wp1,W'5
&hTd_e.-. f,,nSs Sidi k, %dfr. Man; k,.0 Anthony T. Tombo III, P.E.
IS,
# 80083
1,1.1fq0.4Sa.d(Wnd. Inv" "I'AlMlie 10.dt, FaNts d 1,50w0th le—ei'MR IffimlyIN ad SKI W.0b, I dpif— 4451 St. Lucie Blvd.
ThNnOWpEo UWWW6!Sf,aSffl.d15W1. Fort Pierce, FL 34946
(Wopyrighi 0 2016 M Roolksses - Anihany Momba 111, F.L Reinrcdonion Dffbis domment, in any fain is proEbbed witbout The wriven pemission from A -I loofIrosses -Aalbonyl. Tombo 111f P1
a
Job
Truss
Truss Type
Qty
Ply
A0687460
,64215
CO2
JACK -CLOSED
60
Job Reference (optional)
Al HUU- I KUbb1::Zj, t-UK I VMKUL, VIL J4U4b, ctesigntgcvaiiruss.�om 1"Y'u 5 uut f zu I a Jw1 I cK "IM1117, "lu. "cu mpi I � "U. .
ID:U7KXdEeOgkDJPIQYLaubaDzc2sktClef?nPlslaFdB3ZxGmWTyXs48UUgXOY?9lzRAKS
7-1-14 13-1-11 20-2-0
7-1-14 5-11-13 7-0-5
5x6 5 0.25 V2
2 3 4 &pd Load Dell. = 1/8 in
12 " 1`1 - 1 10 9 8 7
3X6 11 5x6
M-0 7-1-14 13-1-11 20-2-0
LOADING (psf)
SPACING-
2
CS'.
DEFL.
in
(loc)
I/defl
L/d
TCLL 30. 0
Plate Grip DOL
i%00
TC 1 0.96
Vert(LL)
-0.07
7-8
>999
360
TCDL 15.0
L.-ber.�Ol-
1.00
BIC 1.00
Vert(TL)
-0.18
7-8
>999
240
BCLL 0.0
ncr
Rep Str SsI,
YES
WB 0.87
Horz(TL)
0.03
7
n/a
n/a
BCDL 10.0
Code FBC2014rrPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W2:2x6 SP No.2
BRACING-
rOP CHORD
Structural wood sheathing directly applied, except
verticals.
BOTCHORD
6-5-6 oc bracing: 7-11
10-0-0 oc bracing: 11 -12
WEBS
1 Row at midpt 5-7
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, ir
accordance with Stabilizer Installation auide.
REACTIONS. (lb/size)
7
1044/Mechanical i
11
1142/0-8-0 (min. 0-1-8)
Max Horz
11
368(LC 5)
Max Uplift
7
-734(LC 5)
11
-863(LC 4)
Max Grav
7
1125(LC 10)
11
1208(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) oriless except
whenshown.
TOP CHORD
2-3=-1203/804, 3-4�12171787,
4-5=-1209f788, 6-7�291/250
BOTCHORD
.9-10=-834/1205,8-9=-834/1205,
7-8=-806/1217
WEBS
2-1 O�853/1356, 3-1 0=-632/532,
5-8=0/256, 5-7=-1406/933,
2-11�1296/1020
NOTES-
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, l3CDL=5.0psf:, h=27ft;
Cat. 11; Exp C; Encl., GCpi=O.l 8; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are 3x4 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load 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 734 lb uplift at
joint 7 and 863 lb uplift at joint 11.
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
Weight: 126 lb FT = 0%
[Oaf RIUSCH1141, GUE111111111IS i M. 6,W. 0--a.6,TXMI
n1d A,Tau rk ItOp—el; —Wdy Anthony T. Tombo 111, P.E.
W104,1-dml. Tk,?F.,4 4 80083
4451 St. Lucie Blvd.
ThTwOnpbon.r t, %off. 1.11q V I"!$ Sfvn lev". duf W6,t
Fort Pierce, FIL 34946
ZE (oppight 0 2016 A-1 ladUsses- Arlhay 1. T,omba 111, F.I. Repiedunion offbii donineta, in any fata is prohibited witbut the wfintn pamission Irom A-1 loof1tusses -Anthony 1, Tombo III, P.L
Job
Truss
Truss Type
Qty
ply
6 . 4215
FG01
FLAT GIRDER
�
I
4
A06874.01
Job Reference (optional)
INUOOLZO, FWM I rl�M�C, rL ��D, =blylit_wd lilubb.culn f.b4u s uct I ZU1 5 Mi I eK Industries, Inc. Wed Apr 13 10:34:10 2016 Page I
alj� ID:U7KXdEeOgkDJPIQYLaubaOzc2skLOJOtLo2o9QRtnmF7fn?B9Po—wlMtlip[gHZhUzRAKR
5 1 1:�31:5 i IM12 i 1347 3 1 16TIO-9 20 �5-7 3-11 71
3 T: M 25�
_7 '3� 7 3_3_� 3_,7 1 3_3 7 f27 7
3- 3-3_ 3�
Dead Load Dell. = 318 in
30 29 28 27 26 25 24 23 22 21 20 19 18 17 16
7x10 MT20HS--
7x10 MT20HS=
LOADING (ps�
SPACING-
1-0-0
TCLL
80.0
Plate Grip DOL
1.00
TCDL
15.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2014rrPI2007
LUMBER-
TOPCHORD 2x8 SP 240OF 1.8E
BOTCHORD 2x8 SP 240OF 1.8E
WEBS 2x4 SP M 31 *Except*
Wl: 2x8 SP 240OF 1.8E
W3: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purfins, except end verticals.
BOTCHORD
10-0-0 oc bracing: 16-30
REACTIONS. (lb/size)
30
2041210-4-0 (min. 0-1-9)
16
20412/0-4-0 (min. 0-1-9)
Max Horz
30
67(LC 5)
Max Uplift
30
-7839(LC 4)
16
-7840(LC 5)
Max Grav
30
20942(LC 10)
16
20945(LC 10)
FORCES. (lb)
Max. Comp.[Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-30�2041&7645, 1-2=-1 3515/5175,
2-3=-24334/9297, 3-4�32546/12425,
4-5=-38438/14670, 5-6=-41986/16020,
6-7=41986/16020, 7-8=-43105/16444,
8-9=43105/16444, 9-10=-41982/16015.
10-11 =-41982/16015, 11-12=-38431/14659,
12-13=-32535/12409, 13-14=-24319/9275,
14-15=-1 3497/5148, 15-16�20417[7646
BOTCHORD
29-30=460/1143, 28-29=5175/13515,
27-28=-9297124334, 26-27�1 2425/32546,
25-26�12425/32546, 24-25=-14670/38438,
23-24=-16020/41986, 22-23=-16015/41982,
21-22�14659/38431, 20-21=-12409/32535,
19-20=-12409/32535, 18-19=-9275/24319,
17-1 8=-5148/13497, 16-17=-427/1121
WEBS
15-17=-5390/14131, 1-29=-5389/14127,
16-io-9
4x8 = 7x10 MT20HS--
CS1.
DEFL.
in
(loc)
I/defi
L/d
TC 0.37
Vert(LL)
-1.03
23
>465
360
BC 0.61
Vert(TQ
-1.41
23
>338
240
WB 0.49
Horz(TL)
0.17
16
n/a
n/a
(Matrix-M)
WEBS
15-17�5390/14131,1-29�5389/14127,
14-17=-7294/2799, 2-29�7291/2799,
14-18=-4765/12495, 2-28=-4763/12491,
13-18=-6162/2366, 3-28=-6160/2365,
13-19=-3619/9486, 3-27�361719482,
12-19=-476611834, 4-27=-4764/1834,
12-21=-2597/6808, 4-25=-2596/6803,
11-21=-3409/1317, 5-25�3407/1316,
11-22=-1565/4100, 5-24�1564/4096,
9-22�2035[793, 7-24�20=792,
9-23=-496/1296, 7-23=-494/1292,
8-23=-1339/526
NOTES-
1) 4-ply truss to be connected together with 12d
(0. 131 "x3.25'1 nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 0-7-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows
staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - I row at 0-9-0 oc.
Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the
center of the member w/washers at 4-0-0 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) Wnd: ASCE 7-10; Vult=1 70mph (3-second gust)
Vasd=1 32mph; TCDL=5.Opsf; BCDL=3.Opsf*, h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
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) All plates are 4x6 MT20 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.
7x10 MT20HS=
0-2-01,
PLATES GRIP
MT20 2441190
MT20HS 187/143
Weight: 1343 lb FT = 0%
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) Bearing at joint(s) 30, 16 considers parallel to
grain value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
11) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 7839 lb uplift
at joint 30 and 7840 lb uplift at joint 16.
12) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
13) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)
12440 lb down and 4596 lb up at 0-3-10, and 12440
lb down and 4596 lb up at 40-0-6 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 lncrease=1.00
Plate lncrease=1.00
6niform Loads (plo
Vert: 1-15=420,16-30�5
Concentrated Loads (lb)
Vert: 1=-11970 15=-11970
Anthony T. Tombo III, P.E.
Life. 80083
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
(oppighl 0 2016 A-1 Fooffitsies-AmbanyLlombo HL P.E. Reproduction ofibii domment, in any faim, is pfablited withom lbenindn Fef"Ission from A-1 loaffiosses -AmbortyL TDmbo 111, F.E.
Job
Truss
Truss Type
City
A0687462
6215
FG02
FLAT GIRDER
1
�Ply 4
�iob Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a
3-&15 6-6-5
1 0x1 4 MT20HS=
I P6
7.640 S Get 1 zu 1 o 1- 1 en it id—, —, it — Aud Apr P 101 1 — I b I atje -
ID:U7KXdEeOgkDJPIQYLaubaOzc2skpatO4hpgZTYIVxLRhMIEkMyvkKfycQDy_K1 6DwzRAKQ
Dead Load Dell. = 1/8 In
3x6 11 8x8 4x6 = 10x14 M;TOHS=
4 5 6
Ti'
F_
F-1
T2
F_
_J
AG 'Ar,
'Ar.
AG
F ��
M
r—
W1
W1
L
JB
B�_]
L__J
13
14 8X8 11
7xi 0 MT20HS--
LOADING(psf)
SPACING-
1-0-0
T'LL
81
Plate Grip DOL
1.00
T L
CD
0
15:1
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2014rrPI2007
LTJMBER-
TOPCHORD 2x8 SP No.2
BOTCHORD 2x8 SP 240OF 1.8E
WEBS 2x4 SP M 31 *Except*
Wl: 2x8 SP 240OF 1.8E
W3:2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0
pudiAs, except end verticals.
BOTCHORD
10-0-0 oc bracing: 8-14
REACTIONS. (lb/size)
8
32695/0-4-0 (min. 0-2-8)
14
14739/Mechanical
Max Horz
14
75(LC 5)
Max Uplift
8
-12126(LC 5)
14
-5230(LC 4)
Max Grav
8
34590(LC 10)
14
15395(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-14�12701/4341, 1-2=-20626[7026,
2-3=-32342/10997, 3-4=-36349/12351,
4-5=-36349/12351, 5-6=-32654/11094,
6--A--20623f7005, 7-8�31833/11215
BOTCHORD
13-14=-647/1822,12-13�7026/20626,
11-12=-11104/32644, 10-11=-11197/32945,
-9-10�7005/20623, 8-9=-633/1857
WEBS
7-9=-7412/21828,1-13=-7432/21873,
6-9=-8034/2797, 2-13�8080/281 1,
6-10=-4821/14187, 2-12=-4760/14013,
5-1 O�3784/1342, 3-1 2=-3944/1397,
5-11 �1 381/4072, 3-11 =-1 482/4368,
4-11 �9221569
12 11 10
1OX10 6x8 5X8 11
CS1.
DEFL.
in
(loc)
Ildefl
L/d
TC 0.62
Vert(LL)
-0.27
11
>811
360
BG 0.52
Vert(TQ
-0.38
11
>590
240
WB 0.73
Horz(TL)
0.05
8
n/a
n/a
(Matrix-M)
NOTES-
1) 4-ply truss to be connected together with 12d
(0.131 "x3.25") nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 0-7-0 oc.
Bottom chords connected as follows: 2x8 - 3 rows
staggered at 04-0 oc.
Webs connected as follows: 2x4 - I row at 0-9-0 oc.
Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the
center of the member wfwashers at 4-0-0 oc.
Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the
center of the member w1washers at 4-0-0 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=3.Opsf,, h=27ft;
Cat. 11; Exp C; Encl., GCpi=O.l 8; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
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) The solid section of the plate is required to be
placed over the splice line at joint(s) 12.
7) Plate(s) at joint(s) 1, 5, 7, 9, 13, 6, 2, 10, 3. 11, 4, 8
and 14 checked for a plus or minus 0 degree rotation
about its center.
8) Plate(s) at joint(s) 12 checked for a plus or minus I
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.
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) Bearing at joint(s) 8 considers par * allel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
9 8X8 11
7AO MT20HS=
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 650 lb FT = 0%
0
(6
13) Provide mechanical connection (by others) of truss
to beading plate capable of withstanding 12126 111, uplift
at joint 8 and 5230 lb uplift at joint 14.
14) Girder cardes tie-in span(s): 25-0-0 from 0-0-0 to
19-1-8
15) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
16) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)
19189 lb down and 6895 lb up at 18-9-14 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 (plo
Vert: 1-7=420, 8-14=-1 172(F=-1 167)
Concentrated Loads (lb)
Vert: 7�1 7956
I "h. y ,,, P
41Tdd,1�M,dd11t i klts IN% 1-1.4 htlit" bli.0 usid is rlsfuv�sqfff ftiop die s4tlmss 4ddil it TO n�,Wff TH.]. Th hopwapi-1. n T. Tombo
80083
4451
r.1.0", 10 14. amid W.I'm 4.tq Wd"i N Nis oml,,4 11. Lucie 11A.
Fort Pierce, FL 34946
(oppighl 0 2016 A4 loolfivsses- AnhomyLTombu III, P.I. R0111duff'011 01INS dMell, ifl Ofly imm, is pfoltibbed withD01118 1411PER FefMissiou from U loofinsses -ArohopyT. Tombo III, P.I.
Job
Truss
Truss Type
Qty
Ply
64215
FG03
FLAT GIRDER
4
A06874r33
� Job Reference (optional)
Ai ROOF TRUSSES, FORT PIERCE, FIL 34946, design@altruss.com
1Ox14 MT20HS-- 4x6 =
7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:12 2016
�Y-sp�
4x6 = . 3x6 11 Bx8 = 4x6 = 1Ox14 MTP OHS=
b 7f
T1 F-1
T2
AG
IV
IV, 'IV
Ar,
W1
W11
L
I L-BI
B?_J
13
14
7x1O MT20HS= 8x8 11
LOADING (ps,
SPACING-
1-0-0
TCLL
80.0
Plate Grip DOL
1.00
TCDL
15.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2014/TPI2OO7
LUMBER-
TOPCHORD 2x8 SP No.2
BOTCHORD 2x8 SP 240OF 1.8E
WE B S 2x4 SP M 31 *Except*
Wl: 2xB SP 240OF 1.8E
W3:2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purfins, except end verticals.
BOTCHORD
10-0-0 oc bracing: 8-14
REACTIONS. (lb/size)
8
27675/04-0 (min. 0-2-2)
14
5104/Mechanical
Max Horz
14
75(LC 5)
Max Uplift
8
-10399(LC 5)
14
-1915(LC 4)
Max Grav
8
29318(LC 10)
14
5277(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-14=4947/1801,1-2=-7422/2701,
2-3=-12306/4434, 34�115262/5444,
4-5=-15262/5444, 5-6=-16382/5764,
6-7=-12292/4276, 7-8�26941/9613
BOTCHORD
13-14=-263/649,12-13=-270lf7422,
11 -1 2=-4519/12544, 10-11 =-5789/16435,
9-1 0=4276/12292, 8-9=-440/1266
WEBS
7-9=4463112825, 1-13=-284717878,
6-9=-3301/1247, 2-13=4314/1577,
6-10=-1754/4823, 2-12=-2083/5842,
5-10=-693/329.3-i2=-3107/1122,
5-11=-1527/423,3-11=-1101/3205,
4-111�11174/452
12 11 10 98x8 11 b,
1OXIO i 6x8 5x8 11 7x10 MT20HS=
CS1.
DEFL.
in (loc)
Vdefi
L/d
PLATES
GRIP
TC 0.24
Vert(LL)
-0.12 11
>999
360
MT20
244/190
BC 0.25
VertCrL)
-0.1710-11
>999
240
MT20HS
187/143
WB 0.43
HorzCrL)
0.03 8
n/a
n/a
(Matdx-M)
Weight: 650 lb
FT = 0%
� [a] 11*1
1) 4-ply truss to be connected together with 12d
(0. 131 "x3.25'J nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 3 rows
staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
Attach TC wl 1/2" diam. baits (ASTM A-307) in the
center of the member w/washers at 4-0-0 oc.
Attach BC w/ 1/2" diam. bolts (ASTIVI A-307) in the
center of the member w/washers at 4-0-0 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--1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf, h=27ft;
Cat. 11; Exp C; Encl., GCpi=O.l 8; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
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) Bearing at joint(s) 8 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
11) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 10399 lb uplift
at joint 8 and 1915 lb uplift at joint 14.
12) Girder carries tie-in span(s): 25-0-0 from 12-5-8 to
19-1-8
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) shaL11 b%
provided sufficient to support concentrated load(s)
19189 lb down and 6895 lb up at 18-9-14 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 lncrease=1.00
, Plate Increase=1.00
Uniform Loads (plo
Vert: 1-7�420, 10-14=-5, B-1 0�11 122(B=-1 117)
Concentrated Loads (lb)
Vert: 7�17956
13of %sorsiturm'"Itues (all mkimium". �,Lmwm!Kar. t—mylupp .. i-i-ted,005DAy
Anthony T. Tomho III, P.E.
# 80083
SKI WI rdliiftuat 4451 St. Lucie Blvd.
'U.I..Idil,itl.(.*w,i,t44.i..e�nkl.[!Pw.�,si..O,A IhTwsIr,Vp4 Is RON 1.111 Di0pr, K Tims SIM Fort Pierce, FL 34946
zi I'laofTrusses - AmbonyT.Irratho 111, F.E. Reprejunion ofthis document, in any fain is prohibited without the written permission from A-1 holTrusses -Ambony I. Tembo III, P.L
Job
Truss
Truss Type
Qty
Ply
A0687464
d�215
FG04
FLOOR
1
2.�
Job Reference (optional)
I
- -
I In'. 1k, .1, In - Mi In W-i Anr 1-'A ln,.U*14 2016 Pane'
Al ROOF TRUSSES, FORT PIERCE, =L 34946, design@a1truss.c,cm
I
8-M 10-7-8 13-2-8
Li 11 OH8 9NO 2-7-0 2-7-0 2-7-0
46 = 2x4 11 3x6 = 2x4 11 1 3x4 =
1 22 2 23 3 24 4 �5 5 26
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�E9ZXijrYsOvAM040MVsxM?aPQXcKpi8PgHFmqFzRAKt
15-2-11 17-9-11 204-11 22-11- 1 2rl 1 1 �85-3
2-0-3 1 2-7-0 i 2-7-0 i 2- 7_6 2_10_8
Dead Load Defl. = 3/16 in
2x4 11
2x4 11 4x6 = 3x4 2x4 11 3x6 2x4 11 4x6
6 2728 7 8 29 9 30 10 31 .11 32 33 12 34 13
21 20 19 18 17
3x8 MT20HS I I 5x8 5x10 MT20, 3x4 3x4
I
5-2-0
16 15 14
5x10 MT20HS-- 5x8 = 3x8 MT20HS I I
1
LOADING (pso
SPACING- 1
1.
DEFL. in (loc) I/defl
Ud
PLATES GRIP
TCLL 80.0
Plate Grip DOL ;%00
TCCS 0.66
Vert(LL) -0.45 17 >756
480
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.80
Vert(TL) -0.61 17 >550
360
MT20HS 187/143
BCLL 0.0
Rep Stress Incr
WB 0.97
Horz(TL) 0.15 14 n/a
n/a
BCDL 5.0
Code FBC2014/TPl
(Matrix-M)
Weight: 348 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP 240OF 2.OE
BOTCHORD 2x4 SP M 31
WEBS 2x4 SP No.2 *Except*
WEBS
13-1 5=016887, 1-20=0/5322,
LOAD CASE(S)
WI: 2x4 SP No.3
12-15=-1 674/0. 2-20=-755/0,
Standard
BRACING-
11-1 5=4106/0, 3-20=4095/0,
1) Dead + Floor Live (balanced): Lumber
TOPCHORD
11-1 6=0/2693, 3-19=0/321 1,
lncrease=1.00, Plate lncrease=1.00
Structural wood sheathing directly applied or6-0-0 c
10-1 6=-754/0, 4-1 9�767/0,
Uniform Loads (plo
purlins, except end verficals.
9-16=-1 572/47, 5-19=-2030/0,
Vert: 1-32=-245(F=-150),13-32=-595(F=-500),
BOT.CHORD
9-17�762/1853, 5-18�372/2266,
14-21 =-5
10-0-0 oc bracing: 14-21
6-18�1277/210, 7-17�1050/348
REACTIONS. (lb/size)
NOTES-
21 3670/Mechanical
1) 2-ply truss to be connected together with 12d
14 5099/04-0 (min. 0-2-2)
(0.131 "x3.25'j nails as follows:
Max Grav
Top chords connected as follows: 2x4 - I row at 0-9-0
21 3670(LC 1)
oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc
14 5099(LC 1)
clinched.
Bottom chords connected as follows: 2x4 - 1 row at
FORCES. (lb)
0-9-0 oc clinched.
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
Webs connected as follows: 2x4 - I row at 0-9-0 oc
when shown.
clinched.
TOPCHORD
2) All loads are considered equally applied to all plies,
1-21 �3624/0, 1-22=4268/0,
except if noted as front (F) or back (B) face in the
2-22=4268/0, 2-23=4268/0,
LOAD CASE(S) section. Ply to ply connections have
3-23=4268/0, 3-24�9894/0,
been provided to distribute only loads noted as (F) or
4-24�9894/0, 4-25�9909/0,
(B), unless otherwise indicated.
5-25=-9909/0, 5-26�12493/0,
3) Unbalanced floor live loads have been considered
6-26�12493/0, 6-27=-1249310,
for this design.
27-28=-12493/0, 7-28�12493/0,
4) All plates are MT20 plates unless otherwise
7-8=-1 2493/0, 8-29�1 2493/0,
indicated.
9-29�12493/0, 9-30=-10788/0,
5) Plates checked for a plus or minus 0 degree
10-30=-i 0788/0, 10-31 =-1 0775/0, 1
rotation about its center.
11!31 =-I 0775/0, 11-32=-5537/0,
6) Refer to girder(s) for truss to truss connections.
32-33=-5537/0, 12-33�5537/0,
7) Provide metal plate or equivalent at bearing(s) 21 to
12-34=-5537/0, 13-34�5537/0,
support reaction shown.
13-14=-5030/0
8) This truss has been designed to carry a
-BOTCHORD
concentrated load of 2000.01b over a space 2-6-0
19-2O=Of7431, 18-19=0/1 14187
square, anywhere on the top chord.
17-18=0/12493, 16-17=0/1 2 016,
9) "Semi -rigid pitchbreaks with fixed heels" Member
15-16=0/8709
end fixity model was used in the analysis and design
WEBS
of this truss.
13-15=0/6887, 1-20=0/5322,
10) Required 2x6 strongbacks, on edge, spaced at
12-15�1674/0, 2-20=-755/0,
10-0-0 oc and fastened to each truss with 3-1 Od
11-15=4106/0, 3-20=4095/0,
(0.131" X T) nails. Strongbacks to be attached to
I 1 -1 6=0/2693, 3-19=0/3211, 10-16=-754,/0,
walls at their outer ends or restrained by other means.
4-19�767/0, 9-16�1 572/47,
hflh.uiWNT3D1,kWA 147 Anthony T. Tonitio III, P.E.
80083
4451 St. Lude Blvd.
[A Tk,T,,,;PWpEV 1,K0TNk1jqD,0j kno9ce I W.i dio.4 h M-1. Fort Pierce, FL 34946
(opinight 0 2016 A-1 Roof Twists - Anthony Tomim 111, 1`1 Repiadocion offbis daimmell, in any join iii,romhed without iie wfineo Fermission from A-1 looffiesses -AmbonyT. Tombo III, P.I.
Job
Truss
Truss-Type7
Qty
Ply
64215
FG05
FLOOR
1
4
A06874,65
� Job Reference (optional)
Ai ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
3x4 = 4x8 2x� I I
1 13 2 14 3 � 15 16
7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:15 2016
DgkDJPIQYLaubaOzc2s�iM6vw3sAdi2kzYfDwCNAuC7h8x69YCyYvx?JN
&5-12 &9-12
2x4 11 4x8 3x4
4 17 5 18 6
F-1 Ti F-1
VVI
F__
Li
W31
Li
W3
F
4
W,
V%G
V13
-
81
Ll Ll
11 10 9 4xI0 11 8
��9
4x6 =
3x8 11 4x10 11
3x8 11 4x6
11:44ZO-O
44 3�1 4
�:I 14
2
-
1 �7- 11
0_9_0
1 0_�
1-3-1
H-1 4
%9 Z12
1
Plate Offsets (X,Y)— [2:0-4-0.0-1-81,15:0-4-0,0-1-81, [7:0-2-4,0-2-41, [8:0-5-4,0-1-8], [9:0-6-4,0-2-01,
f`10:0-6-4,0-2-01, fl 1:0-5-4,0-1-81,
rl2:0-2-4,0-2-41
LOADING (psq
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/dell L/d
PLATES GRIP
TCLL 80.0
Plate Grip DOL 1.00
TC 0.21
Vert(LL)
-0.02 9
>999 480
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.19
Vert(TL)
-0.03 9-10
>999 360
BCLL 0.0
Rep Stress Iner YES
WB 0.87
Horz(TL)
0.01 7
n/a n/a
BCDL 5.0
Code FBC2014rrPI2007
(Matdx-M)
Weight: 256 lb FT = 0%
LUIVIBER-
TOP CHORD 2x6 SP No.2
BOT CHORD 2x8 SP 240OF 1.8E
WEBS 2x4 SP No.3 *Except*
Wl: 2x8 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
REACTIONS. (lb/size)
12 11813/0-5-12 (min. 0-2-9)
7 10496/04-0 (min. 0-2-5)
Max Grav
12 12499(LC 8)
7 11182(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-12�1 130/0,1-13�951/0, 2-13�951/0,
2-14=-7502/0, 3-14�7502/0,
3-1 5=7502/0, 15-16=-7502/0,
4-116�7502/0, 4-17=-7502/0.
5-17�7502/0, 5-18=937/0, 6-18�937/0,
6-7=-I 137/0
BOTCHORD
12-19=0/4359, 11-19=0/4359,
10-11 =0/4359, 9-1 O=W7502. 8-9=0/4420,
8-20=0/4420, 7-20=0/4420
WEBS
3-1 0�903/0, 4-9=488/195, 2-11 =0/1 707,
2-10=0/6278, 2-12=-7343/0, 5-8=0/1784,
5-9=0/6158, 5-7=-7507/0
NOTES-
1) 4-ply truss to be connected together with 12d
(0.1 31"x3.25'1 nails as follows:
Top chords connected as follows: 2x8 - 3 rows
staggered at 04-0 oc, 2x6 - 2 rows staggered at 0-9-0
oc*
Bottom chords connected as follows: 2x8 - 4 rows
staggered at 04-0 oc.
Webs connected as follows: 2x4 - 2 rows staggered at
0-5-0 oc, Except member 9-4 2x4 - 2 rows staggered
at 0-7-0 oc, member 11 -2 2x4 - 1 row at 0-9-0 oc,
member 2-10 2x4 - 1 row at 0-9-0 oc, member 12-2
2x4 - I row at 0-9-0 oc, member 8-5 2x4 - 1 row at
0-9-0 oc, member 5-9 2x4 - I row at 0-9-0 oc, member
7-5 2x4 - 1 row at 0-9-0 oc.
Attach TC wl 1/2" diam. bolts (ASTM A-307) in the
center of the member wAvashers at 4-0-0 oc.
Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the
center of the member w1washers; at 4-0-0 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) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed to carry a
concentrated load of 2000.01b over a space 2-6-0
square, anywhere on the top chord.
6) "Semi-dgid 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 3-1 Od
(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)
3665 lb down at 0-7-5, 1611 lb down at 1-2-5, 1869 lb
down at 1-7-0, 1611 lb down at 2-6-5, 1869 lb down
at 2-7-2, 1869 lb down at 4-0-10, 1611 lb down at
4-1-7,1869 lb down at 4-7-0,1611 lb down at 5-2-5,
and 1869 lb down at 5-7-0, and 1611 lb down at
6-2-5 on bottom chord. The design/selection of such
connection device(s) is the reSDonsibilitv of others.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 1-6=1 90, 7-12=-1 0
Concentrated Loads (lb)
Vert: 10=3480(F�1869, 13�1611)
9=-5350(F=-3739, 13�1 611) 11 =-3480(F�l 869,
13�1611) 8=-3480(F�1869, B�1611) 19=-3665(F)
20=1611(B)
T,k .. 1 1, 11IM461114 91, t.15 DWTn&j+f.,Sroy bft41d ..yIDE rtp,.% Olt M-1- 14 th ny T. Tombo
A, I III, P.E.
# 80083
ThTins Dislip NWirts NOT di hilial Wisir, u TittsSffti Epter Our, brifial. 4451 St. Lucie Blvd.
I lopictfurrion of this dommeol, in may foun, is pfchibW without The written peornissirm from A-1 lodTfosses -Amhony 1. Tombs 111, F.I. Fort Pierce, FL 34946
Job
_TFG06
uss —FEws—Type
Qty
64215
FLOOR
I
1
� 7�lph_Reference
A0687466
(optional)
At ROOF-rRUSSES, FORT PIERCE, FL 34946, design@altruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:16 21316 Page 1
ID:U7KXdEeOgkDJPIQYLauba0ze2s�AYgH7PtoO?AbbiEPUwuPRQfrNLJ6Hfmi8bktv7zRAKL
2-1 6-3-0
i-2_, 2-2_1 3
5x6 = , 2x4 11 3x4 = 5x6 =
VVI
3TC6
9 10 2
11 12
3 13 14
4
-I: I Fl
T1
F-1
L_j
L
L_ _j
J1
//4
VV3
VVI
�
F
L-1
131
Ll
15 7
16
6 4x10 11 17
8XIO 11
3x6 11
4-0-3
6-3 0
1-9-5
Z-2_1 3
LOADING (pso
SPACING
2�0 0
CS].
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 80.0
DOL
Plate Grip-
jO
TIC 0.31
Vert(LL)
-0.03
6-7
>999
480
MT20 244/190
TCDL 15.0
Lumber DOL
1.001
BC 0.72
Vert(TL)
-0.04
6-7
>999
360
BCLL 0.0
Rep Stress Incr
NO1
WBt 0.84
Horz(TL)
0.00
5
n/a
n/a
BCDL 5.0
Code FBC2014/TPI2007
(Ma rix-M)
Weight: 112 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x8 SP No.2
WEBS 2x4 SP No.2 *Except*
Wl: 2x8 SP No.2, W3: 2x4 SP No.3,
EIRA.CING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-d oc
purlins, except end verticals.
REACTIONS. (lb/size)
8 5976/0-6-0 (min. 0-4-0)
5 5068/0-8-0 (min. 0-3-7)
Max Grav
8 6770(LC 3)
5 5862(LC 5)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or I,ess except
when shown.
TOPCHORD
1-8=-4773/0,1-9=-411 1/0, 9-1 0=41 11/0,
2-10=-4111/0, 2-1 1=411 1/0,
11-12=-4111/0, 3-12=41 11/0,
3-13=-4149/0, 13-14=4149/0,
4-14=4149/0, 4-5=-4776/0
BOTCHORD
7-16=0/4149, 6-16=0/4149
WEBS
4-6=0/5921, 1-7=0/5866, 3-6=-836/0,
2-7=-1 031/88, 3-7=-389/324
NOTES- i
1) 2-ply truss to be connected together with 12d
(0.131 "x3.25") nails as follows:
Top chords connected as follows: 2x8 - 2. rows
staggered at 0-9-0 oc clinched, 2x6 - 2 rows staggered
,at 0-9-0 oc clinched. I
Bottom chords connected as follows: 2x8 - 2 rows
staggered at 04-0 oc clinched. I i
Webs connected as follows: 2x4 - I row at 0-9-0 oc
clinched. ;
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the LOAD
CASE(S) siaction. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B),
unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed to carry a
concentrated load of 2000.01b over a space 2-6-0
square, anywhere on the top chord.
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 Od
(0.131" X Tj nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 534
lb down at 0-104, 1944 lb down at 0-11-12, 534 lb
down at 2-24, 1944 lb down at 2-3-12, 534 lb down
at 3-6-4, 1944 lb down at 3-7-12, and 534 lb down at
4-104, and 1944 lb down at 4-11-12 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 (plo
Vert: 14�190, 5-8=-10
Concentrated Loads (lb)
Vert: 7�2479(F=-534, 13�1944) 15�2479(F=-534,
B�1944) 16�2479(F=-534, B=-1944)
17�2479(F=-534, 13�1944)
I
Fj_ tIV, ",;,. WIT 13OF INSSE rs[IIIII 1IM1 TUNS A (0017011S CUSTOM". � LMON113.01' I- 1�0,up Pw. W n,d wn . fli, T,.% 1101, F0j, Wt, W.It 1. T.T. 111, P1. I& ,,, SW 1&� — IW...
sidIto,Wb!WODbI.,A1
Anthony T. Tornbo 111, P.E.
'A'. d5"..'s W." I.&I hfi*,q.,NI4 MCI, 0.60t W&I N�pnI.thwdet d N SIT, e. [it �j N I,W WI. Ii, W"d V. 401A) .11 6, IT.., WEpt Wbj� fl-o'lamr., sedian.] SO 1, In I'mnl* 0 � 80083
V's.1.4 �Iwv.j te pub—d jehh'sift, I'Vfq(t.1 relpf— 1?,+Iit.,�lk,.q.�)M,sWtM.,OUT—D,01.,,T�,,E,VpEp.�.1[�.K.,-.4-,.e,. 4451 i L.Cie Blvd.
Aflogn'fadh—r(AWW111-1. Fort Pierce, FIL 34946
'( "appight 0 7016 A -I RoA Times - kthooyT. Tombo 111, P.1, Repidurtion of this document, in cayform, is pubibited without The wfinen pumission from A-1 loollosses -AmhoayT. Tombo III, P1
I
Job
Truss
Truss Type
City
P'y2TJob
64215
FG07 __
FLOOR
1
Reference (optional) A0687407
1 m��r lmuooco, F�m I r1CrX%.,c:, rL_,qtK6, ciesignCaphruss.com 1.(j4us(jc1 fZ015mileKinclustnes jnc. VVedApr1310:34:162016 Paget
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�AYgH7PtoO?AbbiEPUwuPRQfr7LMQHiNi8bktv7zRAKL
2-2-153 6-3-0
-2_, 2-2-13
5x6 2A 11 3x4 5x6
1 9 10 2 � 11 12 3 13 14 4
3)(6 11 8XIO 11 3x6 11
4-0-3
0!&ZK
LOADING (pso
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 80.0
Plate Grip DOL
1.00
TC 0.26
Vert(LL)
-0.02
6-7
>999
480
MT20 244/190
TCDL 15.0
Lumber DOL
1.00
BC 0.57
Vert(TL)
-0.03
6-7
>999
360
BCLL 0.0
Rep Stress Incr
NO
WB 0.67
Horz(TL)
0.00
5
n/a
n/a
BCDL 5.0
Code FBC2014frPI2007
(Matrix-M)
Weight: 112 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x8 SP No.2
WEBS 2x4 SP No.2 *Except*
WI: 2x8 SP No.2, W3:2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 cc
purlins, except end verticals.
REACTIONS. (lb/size)
8 4627/0-6-0 (min. 0-3-3)
5 3945/0-8-0 (min. 0-2-13)
Max Grav
8 5421 (LC 3)
5 4739(LC 5)
FORCES. (lb)
Max. Comp.lMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-8=-3893/0, 1-9=-3277/0,9-10=-3277/0,
2-1 O�3277/0, 2-11 =-327710,
11-12=-3277/0, 3-12=-3277/0,
3-13=-3321/0, 13-14=-3321 10,
4-14�3321/0. 4-5=-3903/0
BOTCHORD
7-16=0/3321, 6-16=0/3321
WEBS
4-6=0/4739,1-7=0/4676, 3-6=-858/0,
2-7=-1064/55, 3-7=-398/316
NOTES-
1) 2-ply truss to be connected together with 12d
(0.131"x3.25") nails asfollows:
Top chords connected as follows: 2X8 - 2 rows
staggered at 0-9-0 cc clinched, 2x6 - 2 rows staggered
at 0-9-0 cc clinched.
Bottom chords connected as follows: 2x8 - 2 rows
staggered at 0-5-0 cc clinched.
Webs connected as follows: 2x4 - 1 row at 0-9-0 cc
clinched.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the LOAD
CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B),
unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed to carry a
concentrated load of 2000.01b over a space 2-6-0
square, anywhere on the top chord.
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 cc and fastened to each truss with 3-1 Od
(0.131"X3") nails. Strong backs to be attached to
walls at their outer ends or restrained by other means.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 534
lb down at 0-10-4, 1326 lb down at 0-10-4, 534 lb
down at 2-2-4, 1326 lb down at 2-2-4, 534 lb down at
3-6-4, 1326 lb down at 3-6-4, and 534 lb down at
4-10-4, and 1326 lb down at 4-10-4 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 (plo
Vert: 1-4�190, 5-8=-10
Concentrated Loads (lb)
Vert: 7�11 861 (F=-1 326, B=-534) 15�1 861 (F=-1 326,
131�534) 16=-1861(F�1326, B=-534)
17=1861(F=-1326, B=-534)
4 C,
41 Wk I V9fT1VSSKME1%' KUL sudk& Eli wei_'" #2d.9,13DAY
Anthony T. Tornbo 111, P.E.
# 80083
dseft I&M,fildfimirlm W sick W reon"d fu I di af= 4451 St. Lucie 131vd.
TkemsWpft 1, 1012, Mitzi NO)"... . I Fort Pierce, FL 34946
(opinighl 0 2016 A-1 RoAtusses - Anthony Moralm 111, P1. Repicifortion of thii document, in any form, is probibited without The wflutp, Ftimission from A4 loaflimses -Anthony L lambo fil, P.L
It
Truss
I russ Type
Q y
I'ly
A0687468
�
FT01
FLOOR
4
2
Job Reference (optional) 4-1,1- 1 4 a D
Al R001- I KUtititti, I- -UK I Vir-MUL, rL,54U40, Ue.51911UWdl U Ubb-W11 I I ------
ID:U7KXdEeOgkDJPIQYLaubaOzc2. vdQlqOOnbKwtVVrICU936IXc-bvD-zOZRAK
2LO 121 2�7 2 1 3��12 3�2-_7-012 3�2 12 i 3�7_�12
0
Ro W 7 7�
_:4 V-1 1 IN. 'N� N. 1 27' 11 10 2_
_7:� 7_0
Dead Load Defl. 1/4 in
5X8 4x4 I I U41 7x6 U4 7x6 U4 U4 11 5)(8
1 30 231 32 3 33 4 34 5 35 6 36 7 37 838 14B 40 41142 43 4411 45 12 46 13 47 14 48 15 49 16 50 51 17
T11
TFri R ra R 171 R
29 28 27 26
3x4 11 4x8 4x8 5x10 MT
5-2-0
LOADING (psf]i SPACING- '4 0
TCLL 80.0 Plate Grip DOL 1.jO
TCDL 15.0 Lumber DOL 1.00�
BCLL 0.0 Rep Stress Incr
BCDL 5.0 Code FBC2014rrP1
LUMBER -
TOP CHORD 2x6 SP 240OF 2.012
BOTCHORD 2x6 SP 240OF 2.OE
WEBS 2x4 SP No.3 *Except*
BRACING- W11: 2x8 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 5-11-7 oc
purlins, except end verticals.
BOT.CHORD
10-0-0 oc bracing: 18-29
REACTIONS. (lb/size)
29 269310-8-0 (min. 0-1-8)
18 2693/0-8-0 (min. 0-1-8)
Max Grav
29 2693(LC 1)
18 2693(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-29�2566/0,1-30�3440/0,
30-31=-3440/0, 2-31=-3440/0,
2-32�3440/0, 3-32�3440/0,
3-33�8381/0, 4-33=-8381/0,
4-34�8381/0, 5-34�8381/0,
5-35�1 1543/0, 6-35=-1 1543/0,
6-36�1 1543/0, 7-36=-1 15413/0
7-37�1 2998/0, 37-38=-1 2998/b,
8-38�1 2998/0, 8-39=-1 2998/0,
3940=-1 2998/0, 940�1 2998/0,
9-41�12998/0, 4142=-12998/0,
1042=-1 2998/0, 1043=-1 2998/0,
43-44=-1 2998/0, 1144=-1 2998/0,
11 -45=-i 1543/0, 1245=-1 1543/0,
.1 2-46=-1 1543/0, 1346=-1 1543/0,
1347=-8381/0, 14-47=-8381 /0,
1448=-8381/0, 1548=-8381 /0,
1549�3440/0. 1649=-3440/0,
16-50=-3440/0, 50-51=-3440/0,
17-51 =-3440/0, 17-18=-2566/0
BOTCHORD
27-28=0/6'r47. 26-27=0/1 0 190,
25-26=0/10190, 24-25=0/12475,
23-24=0/1 3111, 22-23=0/1 2475,
24 23 22 21 20 19 18
4x8 4x8 4x8 = 4x8 4x8 3X4 11
5x10 MT20HS--
Eli
7-8
CS1.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TC 0.21
Vert(LL)
-0.70 23-24
>690
480
MT20
244/190
'C 1:49
VertCrL)
-0.97 23-24
>502
360
MT20HS
1871143
WB 0 94
Horz(rL)
0.14 18
n/a
n/a
(Matrix-M)
Weight: 575 lb
FT=O%
BOTCHORD
27-28=0/6147, 26-27=0/10190,
25-26=0/1 0 190, 24-25=011 2475,
23-24=0/1 3111, 22-23=011 2475,
21-22=0/1 0 19 0, 20-21 =0/1 0 190,
19-20=0/6147
WEBS
17-1 9=0/3952, 1-28=0139 52,
16-19=-840f71, 2-28=-823171,
15-19=-3450/0, 3-28=-3450/0,
15-20=0/2848, 3-27=012848,
14-20=-861/26, 4-27�861/26,
13-20=-230610, 5-27=-2306/0,
13-22=-1 31/1724, 5-25=-131/1724,
12-22=-832/36, 6-25=-856/36,
11-22=-1351/313, 7-25=-1351/313,
11 -23=-536/1041, 7-24=-536/1 000,
10-23=-783125, 8-24=-830/25,
9-24=-778/665, 9-23=-821/665
NOTES-
1) 2-ply truss to be connected together with 12d
(0.131 "0.25") nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 0-9-0 oc clinched, 2x6 - 2 rows staggered
at 0-9-0 oc clinched.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc clinched.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc
clinched.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (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 MT20 plates unless otherwise
indicated.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed to carry a
concentrated load of 2000.01b over a space 2-6-0
square, anywhere on the top chord.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Required 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131"X3") nails. Strongbacksto be attached to
walls at their outer ends or restrained by other means.
LOAD CASE(S)
Standard
Anthony T. Tombo 111, P.E.
Mist AbIlrashr M wq is!1stnsWsVHj 062 OVIV.14 UVRW1,e.bUJ "'OVIL, 1*199, C#01,1001 (Widil fit Xte Kiss 1, I..IW4.AW MI. # 80083
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
(opyfigbf 0 2016 A-1 looffitsses - AnthonyT. Iambo III, Irl Repredufflon ofthis document, in dny form, is prebibild without Or wFintc Proossimi from A-1 kollmsses -Anthony L fambo III, F1
I
Job
Truss
russ Type
Qty
Ply
64215
FT02
FFLOOR
4
771joih
Reference (optional)
1.04U ti UEX I ZU 10 nnl I eK InUU511108, inc. vveu Apr ii iu-,s%-i to duit) vage-i
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�a7MQmQvhgwY9S9y_.P2R622HImYl�-_U?18qZzXVSzRAKI
1-1 1�2, �2 14: 1 17 21-0-11
3-7-12
-5 --:0-5
1_ 2 2_ 11 MO 7
4x6 2x4 11 3x4 5x6 W 11 W W 11 W 2x4 11 7x6
R
Is 17 16 15 14 13 12 11
1.5x4 11 5xB 3x4l 3x4 1.5x4 11 3x8 4xB 1.5x4 11
2-10-8 5-2-0
2-1-12 1-10-15 0-1-12 5-2-0
3-7-12
_.Plate Offsets CX,Y)— [10:0-2-8,0-4-121, [12:0-1-12,0-2-01, [17:0-2-8,0-2-81
LOADING (pso
SPACING- 14-0
CS1.
DEFL. in (loc) I/defl
L/d
PLATES GRIP
TCLL 80.0
Plate Grip DOL 1.00
TC 0.55
Vert(LL) -0.16 14 >999
480
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.77
Vert(TL) -0.22 14 >999
360
BCLL 0.0
Rep Stress Iner YES
WB 0.88
Horz(TL) 0.01 10 n/a
n1a
BCDL 5.0
Code FBC2014frPI2007
(Matrix-M)
Weight: 128 lb FT 0%
LUMBER -
TOP CHORD 2x6 SP No.2
NOTES-
BOT CHORD 2x4 SP No.2 *Except*
1) Unbalanced floor live loads have been considered
B2: 2x4 SP M 30
for this design.
WEBS 2x4 SP No.3
BRACING-
2) Plates checked for a plus or minus 0 degree
TOPCHORD
rotation about its center. I
Structural wood sheathing directly applied or 3-7-0 oc
3) Refer to girder(s) for truss to truss connections.
pudins, except end verticals.
4) This truss has been designed to carry a
BOTCHORD
concentrated load of 2000.01b over a space 2-6-0
10-0-0 oc bracing: 11 -1 a
square, anywhere on the top chord.
"Semi
5) -rigid pitchbreaks with fixed heels" Member
MiTek recommends that Stabilizers and require
end fixity model was used in the analysis and design
cross bracing be installed during truss erection,ln
of this truss.
accordance with Stabilizer Installation guide.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
REACTIONS. (lb/size)
(0.131" X 3") nails. Strongba6ks to be attached to
18 1333/Mechanical
walls at their outer ends or restrained by other means.
10 1333/0-8-12 (min. 0-1-10)
7) Gap between inside of top chord bearing and first
Max Grav
diagonal or vertical web shall not exceed 0.500in.
18 1352(LC 7)
10 1352(LC 14)
LOAD CASE(S)
FORCES. (lb)
Standard
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-18�11333/0, 1-19=-148910,
2-19�1489/0, 2-20�11489/0,
3-20�1 489/0, 3-21 �3046/0,
4-21�3046/0, 4-5�3046/0, 5-22�3046/0,
6-22�3046/0, 6-23�2994/0,
23-24�2994/0, 7-24=-299410,
7-25�2994/0, 8-25�2994/0.
8-26�1490/0, 9-26=1490/0,
9-27�1490/0.10-27=1490/0
BOTCHORD
16-17=0/2431, 15-16=0/2431,
14-15=0/3046, 13-14=0/3046,
12-13=012440
WE B S
10-1 2=0/1 856, 1-17=011 852, 9-12�928/13,
2-17=-896155, 8-12=-146910,
3-17�1 491/0, 8-13�251 /1015,
3-15=-411/1203, 7-13�1 111/192,
5-15�639/248, 6-13=-924/904
41 fteq;-K.. danivy .7.tWi I WITI[Mrsfull" UM Taus& MWI
Vd.ume" &-imb Iiwm TM ot'" 1,0- Nop 180ftiq r'SjntrT1!jfffftWp ofte 141IMS hpuddefie IM Wynid T114. IN hup—jilomwas Mwt Anthony T. Tornbo III, P.E.
4 80083
4451 St. Lude Blvd.
Fort Pierce, FL 34946
(oppight 0 2016A-1 Poiffivists- ArthanyMortba III, P.I. Ropredattiou ofthis dommeq in any Iom is prohibited without The written pewission firom A -I loofTrusses -AnthonyT. Tombo III, P1
Truss
I russ Type
Qty
Ply
A0687470
FT03
FLOOR
19
1
�
Job Reference (optional) —A A 4q 4n Atvin 2016 Pa e
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.rom 7.640 s Oct , 20 1 a 10" ek Indust"es, Inc. pr
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�2JwozmwJREgO4JXAj[zLbGqS8ye7DRqH2Di42uzRAKH
8-10-0 1
2-1 L,�8 -s- 7:12 1T42 12 1�7�12 1�8 -8 9-8
21 �2 1 2�-
2�
2'. 2. 2 _0 7_.
T 8 PH' V, 11 YN 7
0.1.0
2x4 11 2x4 11
4x4 2x4 11 3x4 4x10 2x4 11 3x4 4x6 = 3x4 = 2x4 11 3x4 2x4 11 7x6
1 26 2 27 3 2829 430 5 31 3232B4 6 35 7 368 9 37 10 38 391 40 T-2 12 41 13 42 14 co
T I - :It— T, - — FT] , — I — 14
25 24 23 22
1.5x4 11 3x8 3x8 =
2x4
8-10-0
LOADING (psf) SPACING- 14-0
TCLL 80.0 Plate Grip DOL 1.00
TCDL 15.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2014/TPI2007
LUMBER-
I�OP CHORD 2x6 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
132: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
liR;CING- W4:2x6 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 3-7-9 o(
purlins, except end verticals.
BOTCHORD
4-5-0 oc bracing: 15-25
cross bracing be installed during truss erection, �in
accordance with Stabilizer Installation guide. I
REACTIONS. (lb/size)
25 155/0-4-0 (min. 0-1-8)
14 1170/0-8-12 (min. 0-1-9)
22 2536/0-4-0 (min. 0-3-0)
Max Uplift
25 -277(LC 4)
Max Grav
25 985(LC 11)
14 1305(LC 22)
22 2536(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-25=970/277,1-26=-766/385,
2-2,6�766/385, 2-27=-766/385,
3-27�766/385, 3-28=0/1392,
28-29=0/1 392, 29-30=0/1 392, 4-30=0/1 392,
4-5=0/1 392, 5-31 =-539/191
31-32=-539/191, 32-33=-5216/1 91,
'33-34=-539/191, 6-34�539/191,
6-35�539/191, 7-35=-539/191,
7-36�2252/0, 8-36=2252/0, 8-9=2252/0,
9-37�2252/0,10-37=-2252/0,
10-38=-256316, 38-39=-256310,
11 -39=-2563/0, 11-40�2563/0,
12-40=-2563/0, 12-41�1365/0,
13-41 =-I 39510, 13-42=-1 365/0,
1442=-136510
BOT CHORD
23-24=-859[713. 22-23=-1548/0.
21 20 19 18 17
5x8 = 3x4 3x4 = 1.5x4 11 3x8
CS1.
DEFL.
in (loc)
I/defl
L/d
TC 0.58
Vert(LL)
-0.14 17-18
>999
480
BC 0.90
Vert(TL)
-0.19 17-18
>999
360
VVB 0.96
Horz(rL)
-0.03 14
n1a
n/a
(Matrix-M)
BOTCHORD
23-24=-8591713, 22-23�1548/0,
21-22=-1548/0, 20-21=0/1394,
19-20=0/1394,18-19=0/2252.
17-18=0/2252,16-17=0/2173
WEBS
5-22=-2348/0.1-24=-483/945,
2-24=910/12, 3-24=-2931614,
3-23=-1 186/0, 4-23=-554/350,
5-23=-1 73/1022, 14-16=0/1 708,
5-21 =0/2013, 13-16�929/1 1,
6-21 �813/118, 12-16�1 329/55,
7-21 �1 773/0, 12-17=-349/896,
7-19=-1 26/1455, 11-17=-1 171178,
10-1 7=-561/1118, 9-1 9=-7891104
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 capable of withstanding 277 lb uplift at
joint 25.
4) This truss has been designed to carry a
concentrated load of 2000.01b over a space 2-6-0
square, anywhere on the top chord.
5) "Serni-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 Od
(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.
LOAD CASE(S)
Standard
16 15
3x8 1.5x4 11
PLATES GRIP
MT20 244/190
Weight: 188 lb FT = 0%
Antk._o�fns'JdJJ, "d"Mute,91 f,tT s RO —I Ww.,dss —0."n3 F'Otes5teel""mi rtpw�uyi. 5ehl�p d1.h,qhT,w4dd" fit T:o;iy,1dq a]. Anthony T. Tornbo 111, P.E.
Nwq 1, litt".0deldli, O.'a5. 0..?% ofie.�dqul W, W11.1 D6P,,,b-'n;Odd5, aft, 6, Iff �dlb Send I.Clet; ale W TM 1. # 80083
In exu!d,el It fit �.hhd!k 1111-M Wrillfill, Olt, JIU4(.1 Osea�, Sri e fe.wiedf. stural lift.. TPI-11thusth 4451 St. Lucie Blvd.
Fort Pierce, FL 34946
(opydlilaD 2016A.1 Foofficsses-Anhany I - lJornballLP.l. Kepcdoetion of1his docamen?, in any larea, is proM11H wHout The weinen permission from A-1 holluosses - Anihony T. Tombo 111, P.L
Job
Truss
Truss Type
ly
64215
FT04
FLOOR
1
A06874t7l
�
Job Reference (optional)
ILI LI-L-I I I 1.�U b UU1 I ZU 10 MI I UK UJUILIbIf [US, IFIG. VVeU Apr I'l I u:"q:z I lulo Vage -1
ID:U7KXdEeOgkDJPIQYLaubaDzc2si-WVUAA6xxCYothT6MGTUa8TMgIM6dyyFRHtSeaLzRAKG
4-7-3 -8 1 1 7-8 i 1�2-8, IT5Z2-_11 i 1 L-911 I i ?Vzl_l i ?�2 1�1 1 "1 25-&11 2a-5-3
N1 2NO 27, 2_7_0 7_0 7 1 1-8-11 2-10-8
3X8 11 3x4 =
4x4 2x4 11 3x8 2x4 11 3x4 3X8 11 5x10 MT20HS= 2X4 11 3x8 = 2x4 11 4x4
1 24 252 26 27 3 28 29 30 314 32 5 33 634 35 36 37 38 9 39 1040 41 42 431144 45124R 47 1.14
3-M
LOADING (psf)
SPACING-
1-40
CS1.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 80.0
Plate Grip DOL
1.�o
TC 0.42
Vert(LL)
-0. 11 17-18
>999
480
MT20
244/190
TCDL 15.0
Lumber DOL
1.00
BC 0.38
Vert(TL)
-0.15 17-18
>999
360
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.69
Horz(TL)
0.02 14
n/a
n/a
BCDL 5.0
Code FBC2014rrPI2007
(Matdx-M)
Weight: 182 lb
FT = 0%
LUMBER -
TOP CHORD 2x6 SP 240OF 2.OE
BOT CHORD 2X4 SP M 31
WEBS 2x4 SP No.3 *Except*
W5:2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOTCHORD
6-0-0 oc bracing: 21-23, 19-21, 14-19
MiTek recommends that Stabilizers and require
cross bracing be installed during truss erection,ln
accordance with Stabilizer Installation uide.
REACTIONS. All bearings 0-3-8 except at --length)
23=Mechanical, 14=04-0.
(lb) - Max Uplift
All uplift 100 lb or less at joint(s)
23
Max Grav
All reactions 250 lb or less at joint(s)
except 23=819(LC 15),14=1221(LC 25),
21 =1 082(LC 28), 19=1 811 (LC 4)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 Qb) or less except
when shown.
TOPCHORD
1-23�793/211, 1-24�374/62,
24-25=-374162, 2-25=-374/62,
2-26�374/62, 26-27=-374/62,
3-27=374/62, 3-28=775/86,
28-29=-775/86, 29-30�775/86,
30-31 =-775/86, 4-31 =-775/86,
4-32=792/83, 5-32�792/83,
5-33=336/295, 33-34�336/295,
6-34�336/296. 6-35=-336/295,
35-36=-336/295, 7-36�336/295,
7-37�336/295, 8-37=-336/295,
8-38�336/295, 9-38�336/295,
9-39�1 884/0, 10-39=-1 884/0,
10-40=-1867/0, 4041�1867/0,
41142�11 867/0, 4243�11 867/0,
11 43=-1 867/0, 1111-44�1 168/0,
4445=-1 168/0, 12-45�1 168/0,
1246=-1 168/0, 4647�1 168/0,
TOPCHORD
11-23�793/211. 1-24�374/62,
24-25=-374162, 2-25=-374/62,
2-26�374162, 26-27=-374162,
3-27�374/62, 3-28�775/86,
28-29=-775/86, 29-30�775/86,
30-31 =-775/86, 4-31 =-775/86,
4-32=-792/83, 5-32�792/83,
5-33=-336/295, 33-34�336/295,
6-34�336/295, 6-35�336Q95,
35-36=-336/295, 7-36�336/295,
7-37=-336/295, 8-37=-336/295,
-336/295, 9-38�336/295,
9-39�11 884/0, 10-39=-1 884/0,
10-40=-1867/0. 40-41�11867/0,
41-42=-1 867/0, 42-43�1 867/0,
11 -43=-1 867/0, 1144�1 168/0,
4445=-1 1168/0,11245�1 168/0,
1246=-1 168/0, 4647�1 168/0,
11347=1 168/0,13-114�1 1930
BOTCHORD
19-20=-307/582, 18-19=-295/336,
17-1 8=0/1 594, 16-17=0/1 604.
15-16=0/1604
WEBS
13-15=0/1 452, 1-22�811/451,
12-15=-795/160, 2-22�765/201,
11-15=-1063/124, 3-22=-215/582,
11-17=-5011770, 3-20�1 16/960,
10-17=-864/90, 4-20=-888/0,
9-17�382/990, 5-20=-210/594,
9-18�11 953/0, 5-19=1 109/525,
6-19=-1 471/0, 7-18=0/1 082,
3-21 =-1 036/0
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 23.
6) This truss has been designed to carry a
concentrated load of 2000.01b over a space 2-6-0
square, anywhere on the top chord.
7) "Semi -rigid pitchbreaks with fixed heels" Me%ber
end fixity model was used in the analysis and designo
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"X3") nails. Strong backs to be attached -to
walls at their outer ends or restrained by other means.
LOAD CASE(S)
Standard
,I I-ItIdIfidrap ..
WT,k-.Vh,= M,6-1026,dl Anthony T. Tornbo III, P.E.
k1i'l Is t4r,*3,0114 915, 0 .. !.N N IM 6, Or W d. Iw kv91,9, d MI. III.
rbI b] ILI ptoVdje. 80083
onde1qu.? 4451 St. Lude Blvd.
Int TkIr'!$hLPb4i 1, KIN 1.11o; Di0jur, � NIL SIM. Feguodul §rlb,j. Fort Pierce, FL 34946
(oppighl 0 2011 A-1 loofTrusses - WhonyMombe III, P.E. Repiciodion ofthis ftnmeftf, in oflyfeam, isphibited withulthe wriften permission from A4 looffrusses - Aalhny I. Tombo III, U
Truss
uss Type
Qty
ply
A0687472
FT05
TFrLOOR
5
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34945, design(c_oaltruss.com 7.640 s Cim 7 2CjiS MiT ek iridubiiiub, uiu. vvuu Api iZi iw 4u 1w Fnua ,
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�TubxboyBk92bxnGlOuW2DuSO6AhuQrcjlBxlfDzRAKE
2- 1 :71.' 1 21 1 1�2 11 1 Zi9_1 1 23�:511 i 2 � 17%11 2;N1 2%3
M' _0
2 7-6 1 12NO, 2N 0:3 7_
Dead Load Defl. = 3116 in
2X4 11
4x6
1 22
W 11 3x6
2 23 3
W 11 1 3x4 2x4 I I 5x6 =
24 4 251 5 26 6 2728 7 8 29
3x4 W 11 3x6
9 30 10 31 11
T2
2X4 11
32 12
4x6 -
33 13
IVI
IV[
ei
IVI
IVI
pq
IVI
Ivi
VI
IV
u
21
20
19
18 17
16
15
1
14
1.5x4 11 4x8
5x10 MT20HS= 3x4 3x4
5x10 MT20HS=
4x8
1.5x4 11
�2 1120
8-M
13-2-8
1
20-4-11
25�_�l 1
2,85-3
1 8
1 5-2-0
&2-0
�2
1 0 :3
&2-0
_2_0
01_�8
Plate Offsets (X,Y)-
[1:0-2-12,0-2-01, fl 3:0-2-12,0-2-Oli [15:0-1-12,0-1-121, [16:0-4-12,0-3-01, [19:0-4-T2 '0 3 -01,
[20:0-2-12,0-1-121
LOADING (psQ
SPACING-
14-0
CSI.
DEFL.
in (loc)
Ildefl L/d
PLATES
GRIP
TCLL 80.0
Plate Grip DOL
1.00
TC 0.40
Vert(LL)
-0.43 17-18
>784 480
MT20
244/190
TCDL 15.0
Lumber DOL
1.00
BC 0.77
Vert(TL)
-0.59 17-18
>571 360
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
VVEI 0.76
Horz(TL)
0.15 14
n/a n/a
BCDL 5.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 174
lb FT=O%
LUMBER -
TOP CHORD 2x6 SP 240OF 2.OE
BOT CHORD 2X4 SP M 31
WEBS
WEBS 2x4 SP No.2 *Except*
13-15=0/2711, 1-20=01271 1,
Wl: 2x4 SP No.3
12-15=-912/4, 2-20=-894/4,
BRACING-
11 -1 5=2055/0, 3-20=-2055/0,
TOPCHORD
I 1 -1 6=0/1 591, 3-19=0/1 591,
Structural wood sheathing directly applied or 4-0-0 oc
10-1 6=-897f7, 4-1 9=-897f7,
purlins, except end verticals.
9-16=1 262/290, 5-19=-1 262J290,
BOTCHORD
9-17=-740/1191, 5-18�740/1187,
10-0 -.6 oc bracing: 14-21
6-18=-647/427, 7-17=-666/427
MiTek recommends that Stabilizers and require�
cross bracing be installed during truss erection , ml
accordance with Stabilizer Installation quide.
NOTES -
1) Unbalanced floor live loads have been considered
for this design.
REACTIONS. (lb/size)
2) All plates are MT20 plates unless otherwise
21 1876/Mechanical
indicated.
14 1876/0-4-0 (min. 0-1-9)
3) Plates checked for a plus or minus 0 degree
Max Grav
rotation about its center.
21 1876(LC 1)
4) Refer to girder(s) for truss to truss connections.
14 1876(LC 1)
5) Provide metal plate or equivalent at bearing(s) 21 to
support reaction shown.
FORCES. (lb)
6) This truss has been designed to carry a
Max. Comp./Max. Ten. - All forces 250 Qb) or leis except
concentrated load of 2000.01b over a space 2-6-0
when shown.
square, anywhere on the top chord.
TOPCHORD
7) "Semi -rigid pitchbreaks with fixed heels" Member
1-21 �1 849/0, 1-22�2174/0,
end fixity model was used in the analysis and design
2-22�2174/0, 2-23=-2174/0,
of this truss.
3-23=-2174/0. 3-24=-4982/0,
8) Required 2x6 strongbacks, on edge, spaced at
4-24=-4982/0, 4-25=-4989/0,
10-0-0 oc and fastened to each truss with 3-10d
5-25=4989/0, 5-26=-6132/0,
(0.131"X3") nails. Strong backs to be attached to
6-26=-6132/0, 6-27=-6132/0,
walls at their outer ends or restrained by other means.
27-28=-6132/0, 7-28=-6132/0,
7-4'=-613210, 8-29=-6132/0, 9-29=6132/0,
LOAD CASE(S)
9-30=4989/0,10-30=4989/0,
Standard
10-31 =4982/0, 11-31 =-4982/0,
11 -32=-2174/0, 12-32�2174/0,
11 2-33=-2174/0, 13-33=-2174/0,
13-14=-1849/0
BOTCHORD
19-20=0/3761, 18-19=0/5732,
17-18=0/6132, 16-17=0/5732,
15-16=0/3761
WEBS
13-15=0/27'1 1, 1-20=0/2711, 12-15=-91 2/4,
2-20=894/4, 11-15=-2055/0,
3-20=-2055/0,11-16=0/1591, 3-19=0/1591,
W !hielmj L
Anthony T. Tombo III, P.E.
rdm sIMTra,fi-I Nsblurps�lohly d1k, 0,�Mf, 0.mel toWZfeydrfw WE'l i'spa,10a WW d u, 11C, b llfd W,W W11'e, W ML Tk, qy.id 0 5, TOM IWI. d rubss, V,,dq Wft. do 1, tu .�Psnhly 1! 80083
Kl Idas O'd Tuns DWP!'. fl. 4;.. bft.e Wll. ftnl,.O�ss 4451 St. Lucle Blvd.
Fort Pierce, FL 34946
(oppightO 2016A.1 ImtMoses-AmhonfrI.To I inhollLP.E. Ropieduaiml ofthii dDRIMM, in our form is pichibited without The written permission from A-1 Roof hasses -Anthony I. Tombo fil, P.R.
Job
Truss
Truss Type
Qty
64215
FT06
FLOOR
20
1
A068747
��, Reference (optional)
. I I I __1 . _11 . I , . � -, I I. I I I - � - I ZU 10 IW I I CK I I ]LI-I Mb, IF I U. VVCU MPI 1,3 1 u.aq.z,4 zu I a t-age -4
3-2-8
Dead Load Defl. = 3/16 in
12-2-8 5-14 3x8 =
6x8 11 2x4 11 3x6 = 2x4 If 3x4 3X4 IRS U4 2x4 11 3x6 2x4 If 2x4 11
1 24 2 25 3 26 4 27 5 28 1 6 29 7 30 8 31 9 32 10 33 11 34 12 13
1 MAN
Van. I Z I I k" M. I
23 22
1.5x4 11 5x8
21 20 ig 18 17 16
5x10 MT20HS= 1.5x4 11 1.5x4 11 3x4 1.5x4 11 7x10 MT20HS--
15 14
4x10 3x4
Plate Uttsets; (A,Y)- [1:0-4-12,0-2-8],16:0-1-12,0-1-8], [7:0-2-12,0-5-4], [12:0-3-8,0-1-8], [14:0-1-12,0-1-8]. [15:0-2-0.0-2-8], [16:0-4-12, Edge], [18:0-1-12,0-1-8], [21:0-4-4
LOADING (pso SPACING- 1-4-0
TCLL 80.0 Plate Grip DOL 1.00
TCDL 15.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2014/TPI2007
LUMBER-
TOPCHORD 2x6 SP 240OF 2.OE
BOTCHORD 2x4 SP M 30 *Except*
B2: 2x4 SP M 31
WEBS 2x4 SP No.3 *Except*
W2:2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-6-3 oc
purlins, except end verticals.
BOTCHORD
10-0-0 oc; bracing: 14-23
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 1971/0-3-0 (min. 0-1-10)
14 197110-4-0 (min. 0-2-5)
Max Grav
I 1971(LC 1)
14 1971(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-24�2301/0, 2-24�2301/0,
2-25�230110, 3-25=-2301/0,
3-26�5293/0, 4-26�5293/0,
4-27�5297/0, 5-27�5297/0,
5-28�6467/0, 6-28�6467/0,
6-29�6636/0, 7-29=-6636/0,
7-30=-6629/0, 8-30=-6629/0,
8-31 =-5659/0, 9-31 �565910,
9-32=5662/0, 10-32=-5662/0,
10-33=-2905/0, 11-33=2905/0,
11-34=-290510,12-34=-2905/0
BOTCHORD
21-22=013990, 20-21=0/6467,
19-20=0/6467, 18-19=0/6467,
17-1 8=0/6629, 16-17=0/6629,
15-16=0/4456, 14-15=01894
WEBS
1-22=0/2875, 2-22=-899/0, 3-22=-2188/0,
3-21 =0/1 740, 4-21 =-1 036/266,
CS1.
DEFIL.
in Qoc)
I/defl
L/d
TC 0:11
Vert(LL)
-0.57 18-19
>618
480
BC 094
Vert(TL)
-0.79 18-19
>449
360
WB 0.81
Horz(TL)
0.04 14
n/a
n/a
(Matrix-M)
WEBS
1-22=0/2875, 2-22=-899/0, 3-22=-2188/0,
3-21 =0/1 740, 4-21 =1 036/266,
5-21 �11 762/355, 6-18�1 192/1342,
7-118�675/584, 8-16=-1 658/487,
9-1 6�1 119/268, 10-16=0/1 687,
10-1 5=-2008/0, 11-15�843/0,
12-15=0/2605, 12-14=-2076/0
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) This truss has been designed to carry a
concentrated load of 2000.01b over a space 2-6-0
square, anywhere on the top chord.
5) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
6) Required 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.
LOAD CASE(S)
Standard
PLATES
GRIP
MT20
244/190
MT20HS
187/143
Weight: 184 lb
FT = 0%
toofT,DSS' srsfull" smut 11108 ......
AW Althow T. Tombo 111, P.E.
4 80083
1Uk1fqD.1jMtW. MI it-. 4451 St. Lude Blvd.
1hTDu1;.E%1 ft IDT 1. 14,111 Dwin,, IF TIH; SIs" ET,to 9of MT6.1. Fort Pierce, FIL 34946
Copyflgbf 0 2011 A-1 Ra3lTruses - Anthavy Limbo 111, P.E.Repudeclion offbisdon.c�linc�Yf�lm-isPrcbithtd with6ullbewlitlic VIEFfIssionfram A-1 loofliusses -AnlhonyT.Tombo III, P.E.
Job
Truss Type
Qty
ply
A0687474
e�215
FLOOR
4
1
a (optional)
--v Industries Inc Wed A r 13 10:34:25 2016 Pane
Al ROOF tRUSSES, FORT PIERCE, FIL 34946, design@altruss.com 7.64 s I . p
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-PHjhoU-SGmJJA4Q8VJYVVIJXLJzLiukVOCVQdPzRAKC
30-1-12
2
:g8 16-1 W
�W �2 W71
2-0 �10 2% 2-10-8 VIO 1 27-0 0-3-9
Dead Load Defl. 3/16 in
12-2-8 3x8
&B 11 2x4 11 3x6 = 2x4 11 3x4 3x4 7x6 3x4 2x4 11 3x6 2x4 11 2x4 11
1 23 2 24 3 25 4 26 5 27 6 28 7 29 8 30 9 31 10 32 11 3334 12 13
22 21 201 19 18 17 16 15 14
1.5x4 11 5X8 5x10 Nff20HS-- 1.5X4 11 1.5x4 11 3x8 5x10 MT20HS-- 4x10 3x4
1
9:5:b 1 1 2-7-0 2-3-8 1 2-10-8 ' 5-2-0 5-2-0
LOADING (pso
SPACING- 1-4-0
CSI.
DEFIL. in (loc) I/defl L/d
PLATES
GRIP
TCLL 80.0
Plate Grip DOL 1.00
TIC 0.42
Vert(LL) -0.52 17-18 >670 480
MT20
244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.90
Vert(rL) -0.72 17-18 >488 360
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.80
Hor-z(TL) 0.04 14 n/a n1a
BCDL 5.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 184 lb FT 0%
LUMBER-
TbPCHORID 2x6 SP 240OF 2.OE
BOTCHORD 2x4 SP M 30 'Except-
WEBS
B2: 2x4 SP M 31
1-21=0/2843, 2-21=-899/0, 3-21=-2157/0,
WEBS 2x4 SP No.3 *Except*
3-20=0/1 734, 4-20�1 0551229,
. a W2:2x4 SP No.2
5-20=1 699/393, 6-17�812/1344,
BRACING-
7-17=-1273/59, 8-17=445/1161,
TOPCHORD
B-16=-1247/328, 9-16�942/0,
Structural wood sheathing directly applied or 3-7-2 oc
10-1 6=0/1 620, 10-15=-2026/0,
purlin,�, except end verticals.
11 -1 5=-901/0, 12-15=0/2663,
BOTCHORD
12-14=-1998/0
10-0-0 oc bracing: 14-22
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection', in
NOTES-
1) Unbalanced floor live loads have been considered
accordance with Stabilizer Installation guide.
for this design.
2) All plates are MT20 plates unless otherwise
REACTIONS. (lb/size)
,
indicated.
3) Plates checked for a plus or minus 0 degree
1 1951/0-3-0 (min. 0-1-10)
rotation about its center.
14 1951/Mechanical
4) Refer to girder(s) for truss to truss connections.
Max Grav
1 1951 (LC 1)
5) Provide metal plate or equivalent at bearing(s) 14 to
14 1951(LC 1)
support reaction shown.
6) This truss has been designed to carry a
concentrated load of 2000. 01b over a space 2-6-0
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) o� less except
square, anywhere on the top chord.
7) "Semi-dgid pitchbreaks with fixed heels" Member
when shown.
end fixity model was used in the analysis and design
TOPCHORD
1-23�2276/0, 2-23�2276/0,
of this truss.
2-24�227610, 3-24�2276/0,
8) Required 2x6 strongbacks, on edge, spaced at
3-25�5225/0, 4-25�5225/0,
10-0-0 oc and fastened to each truss with 3-1 Od
4-26�5230/0, 5-26�5230/0,
(0.131"X3') nails. Strongbacksto be attached to
5-27�6342/0, 6-27�6342/01
walls at their outer ends or restrained by other means.
6-n�6708/0, 7-28�6708/0,
9) Gap between inside of top chord bearing and first
7-29=-6685/0, 8-29�6685/0,
diagonal or vertical web shall not exceed 0.500in.
8-30�5500/0, 9-30�5500/0,
9-31�5500/0,10-31=-5500/0,
LOAD CASE(S)
10-32=-268410, 11-32�2684/0,
"I 1-33=-2684/0, 33-34�2684/0,
Standard
12-34=-2684/0
BOTCHORD
20-21 =0/3941. 19-20=0/6342
18-19=0/6342, 17-18=0/6342:
16-17=0/6226, 15-16=0/4249, 14-15=0/628
WEBS
1-21 =0/2843, 2-21 =-899/0, 3-21 =-215�/O,
3-20=0/1734, 4-20=-1055/229,
5-20=-1699/393, 6-17=-812/1344,
T4 ftsJP-*-1kfiS1 -,&-, 1.uded!
Anthony T. Tombo, III, P.E.
Ti. 3?x.,d Offl, HOW SIh,I1,tSS 011. IRS$, kw.Aq hdmj� I'm P.10tif if
80083
4451 St. Lucie Blvd.
T'k WS DWPEW.tv It RUT 1, 1,ft-, MISS,, Out$ STSI.4.1.d SIT Ittlb-1,
Fort Pierce, FL 34946
(opyrighi 0 2016A-1 RoafTiusses. Aqhanylf.lomba III, P.L ReFicdanion offbis dommeol, in any larnf, is probibiled withal Ibetiflto Fetmissimi from A-i loolbasses -Amborty L icmbo III, P.E.
Job
Truss
Truss Type
ty
Ply
64215
FT08
FLOOR
23
1
A06874,75
�
Job Reference fptional)
7x6
1
C
3-2-0 5-0-0 84-0
2-8-12
2x4 11 3x4 2x4 11 3x4 ' 3x4 =
21 2 22 3 23 4 24 5 25 6 26
i.oqu s uct i zui o mi I eK inaustries, Inc. vvea Apr ij i u:j4:zb zui b vage -I
(DJPIQYLaubaOzc2si-tTH3Ep_414RAoE?K303lrX4RINhxdDzAR99PFYzRAKB
-0 L8
ff-0 12,111
2�
12 7_0 _3_4
Dead Load Dell. = 1/8 in
7x6 3x4 2x4 11 4x4 11 2x4 11
7 27 8 28 9 29 10 11
1.5X4 11 4x8 3x8 = 5x6 WB=i 1.5x4 11 3x8 4x8 3x4
1.5x4 11
PZ-3M
(6
LOADING(psf)l
TCLL 80.0
TCDL 15.0
BCLL 0.0
BCDL 5.0
SPACING- 1-4-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2014frPI2007
CS1.
TC 0.73
BC 0.94
WB 0.66
(Matrix-M)
DEFL. in (loc) Ydefi L/d
Vert(LL) -0.31 15 >946 480
Vert(rL) -0.43 15 >687 360
Horz(TL) 0.02 12 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 156 lb FT 0%
LUMBER-
TOPCHORD 2x6 SP No.2
BOTCHORD 2x4 SP M 30
WEBS
WEBS 2x4 SP No.3 *Except*
1-19=0/2339, 2-19=-912/14,
W2:2x4 SP No.2
3-1 9�1 695/0, 3-18�90/1 6,48,
OTHERS 2x4 SP No.3
4-18�1 101/179, 5-18�1 30,1/652,
BRACING-
6-14� 1202/871, 7-14�1 168/153.
TOPCHORD
8-14=-1 89/1393, 8-13�1 597/0,
Structural wood sheathing directly applied or 2-5-14 oc
9-13=-889/17, 10-13=0/2041,
purfins, except end verticals.
10-12=-176610
BOTCHORD
10-0-0 oc bracing: 12-20
NOTES-
MiTek recommends that Stabilizers and required
1) Unbalanced floor live loads have been considered
cross bracing be installed duriing truss erection, in
for this design.
accordance with Stabilizer Installation guide.
2) The solid section of the plate is required to be
ced over the splice line at joint(s) 17.
REACTIONS. (lb/size)
3) Plate(s)atjoint(s)20,1,11,12,19,2,3,18,4,5,
1 1635/0-3-0 (min. 0-1-15)
16, 15, 6. 7, 14, 8, 9, 13 and 10 checked for a plus or
12 1635/0-3-8 (min. 0-1-15)
minus 0 degree rotation about its center.
Max Grav
4) Plate(s) at joint(s) 17 checked for a plus or minus 3
1 1635(LC 1)
degree rotation about its center.
12 1635(LC 1)
5) This truss has been designed,to carry a
concentrated load of 2000.01b over a space 2-6-0
FORCES. (lb)
square, anywhere on the top chord.
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
6) "Semi -rigid pitchbreaks with fixed heels" Member
when shown.
end fixity model was used in the analysis and design
TOPCHORD
of this truss.
1-21 =-I 874/0, 2-21 �1 874/0,
7) Required 2x6 strongbacks, on edge, spaced at
2-22�1 874/0, 3-22=-1 874/0,
10-0-0 cc and fastened to each truss with 3-1 Od
3-23=-4103/0, 4-23=-4103/0,
(0.131"X3") nails. Strongbacksto be attached to
4-24=-4103/0, 5-24=-4103/0.
walls at their outer ends or restrained by other means.
5-25=-4632/0, 6-25=-4632/0,
8) Gap between inside of top chord bearing and first
6-26=-4361/0, 7-26=-4361/0.
diagonal or vertical web shall not exceed 0.500in.
7-27=-4346/0, 8-27=-4346/0,
8-28�2422/0, 9-28�2422/0,
9-29�2422/0, 10-29=-2422/0
LOAD CASE(S)
BOTCHORD
Standard
18-19=0/3183,17-18=0/4632,
16-17=0/4632, 15-16=014632,
14-15=0/4632, 13-14=0/3575. 12-13=0/846
WEBS
1-19=012339, 2-19=-912/14, 3-19�1695/0,
3-18�90/1548, 4-18=-1101/179,
5-18�1 301/652, 6-14�1 202/871,
7-14�1 1681153, 8-14�1 89/1393,
8-13�1597/0, 9-13=-889/17,
10-13=0/2041,10-12=-1766/0
I, li fxr.TDDN1-hi Nsid" I L Wtfiruy Anthony T. Tornbo III, P.E.
.d wstdf�s Trim 41 � Udbi is lh-�.Mq alli, oinfft, hu?"O.M.po . W Will Will., to Manila d fil 3L an Ifinib 1.all Wguo, W M 1. 11, DD
pudege T # 80083
n1pil— 4451 St. Lucie Blvd.
RINI; DisiplVatir 1, ADIft I#fliq DWI,,-,. T— Sir. LV-dul Fort Pierce, FL 34946
(opiligh) 0 2016 A -I loofficsses - AmbanyMomba 111, F.L Riptedunion alibis da(ameal, in any fam, is Froh1hed withoal The wriven penaissian from A-1 lodbasses -AfflbonyT. Tombo Ilk. P1
Truss
Truss Type
City
Ply
A0687476
FT08A
FLOOR 1
3
2
Job Reference (optional)
Al HU(Jt- I t<Kjtjbtzb, ruKi vn=KLr_, rL,14W'40, UCb191[(W
�4 I LlUbb.- I I
i
_Nkcbjn1 MdVJgpvyo?zRAKJ
EeOgkDJP;d;�.. a&c�- _LfrRR9?ioOZ1POaWcIj�
16-1-0 . 18-4-12 1"-0 21-3-4 1 23-10-4 25-14,
5-14 4-94 3-Wd Load Deff. = 1/8 in
74 1x4 12-2-8 2x4l 11 fx1j U6 11 2X1 11
1 23 2 24 3 25 4 26 5 27 6 28 7 29 8 30 319 32 33 10 34 35 11
9
T
am
22 21 20 19 18 17 16 15 14 13 12
1.5X4 11 3x8 3x8 = 3x8 MT20HS= 1.5x4 11 1.5x4 11 1.5x4 11
1.5x4 11
6-1-0
2-3-8 1 2-8-12 1 2-3-12 ' 2-10-8
LOADING (pso
SPACING-
2;0 0
CS1.
DEFL.
in (loc)
I/def!
L/d
TCLL
80.0
Plate Grip DOL
�o
TC 0.81
Vert(LL)
-0.31 16-17
>946
480
TCDL
15.0
Lumber DOL
1.00
BC 0.89
Vert(TL)
-0.4316-17
>687
360
BCLL
0.0
Rep Stress Incr
YES
WB 0.83
Horz(TL)
0.01 12
n/a
n/a
BCDL
5.0
Code FBC2014/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-9-3
purfins, except end verticals.
BOTCHORD
10-0-0 oc bracing: 12-22
REACTIONS. (lb/size)
1 2452/0-3-0 (min. 0-1-8)
12 2452/0-3-8 (min. 0-1-8)
Max Grav
1 2452(LC 1)
12 2452(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-23=-281 0/0, 2-23=281 0/0,
2-24�2810/0, 3-24=2810/0,
3-25�614510, 4-25=-6145/0,
4-26�61145/0, 5-26=-6145/0,
5-27=-6991/0, 6-27=-699110,
6-28�6025/0, 7-28�6025/0,
7-29=-6043/0, 8-29=-6043/0,
8-30�2875/0, 30-31�287510,
9-311�2875/0, 9-32=-2875/0,
32-33=-2875/0,10-33�2875/0,
11-12=-575/572
BOTCHORD
20-21=0/4775,19-20=0/6991,
18-19=0/6991, 17-18=0/6991,
16-17=0/6991, 15-16=0/6043,
-14-15=0/6043,13-14=0/2875,
12-13=0/2875
WEBS
1-21=0/3504, 2-21=-1363/22,
3-21�2544/0, 3-20=140/2306,
4-20�1616/326, 5-20=-2049/929,
5-18�258/319, 6-17=-155/399,
6-16=-249711067, 7-16=-622/1150,
8-15=0/625, 8-14=-4062/0, 9-14=0/1 787,!
10-12=-4147/0,10-13=01705 I i
WEBS
1-21 =0/3504, 2-21 =-I 363/22,
3-21 �2544/0, 3-20�11 40/2306,
4-20�11616/326, 5-20�2049/929,
5A8�258/319, 6-17=-155/399,
6-16�2497/11067, 7-16=-622/1150,
8-15=0/625, 8-14=-4062/0, 9-14=0/1 787,
10-1 2=4147/0, 110-13=0005
NOTES-
1) 2-ply truss to be connected together with 12d
(0.131 "x3.25") nails as follows:
Top chords connected as follows: 2x4 - I row at 0-9-0
oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc
clinched.
Bottom chords connected as follows: 2x4 - I row at
0-9-0 oc clinched.
Webs connected as follows: 2x4 - I row at 0-9-0 oc
clinched.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (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 3x4 MT20 unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree
rotation about its center.
7) This truss has been designed to carry a
concentrated load of 2000.01b over a space 2-6-0
square, anywhere on the top chord.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
9) Required 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131"X3') nails. Strongbacksto be attached to
walls at their outer ends or restrained by other means.
10) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S)
Standard
2
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 303 lb FT = 0%
Oms lse,tmsMpbj� tWFedjUft,� Anthony T. Tornbo III, P.E.
Ti,
# 80083
01ni- 4451 St. Lucie Blvd.
T.T.- wpho."I Is Kai 1, 1.11-1 DrJp.,,rTmsS1ft kl* 19,qoOM ".t.-Multsm]. Fort Pierce, FL 34946
copylight Q 2016 A -I 103fTiusses hohanyl..40otha 111, 1`1 Repictlurtion ofihis document, in any hin is pohibiled without The wrintO FfranissiOn from A4 looffigues -AnlbonyL Tombs III, P.L
Job
Truss
Truss Type
Qty
Ply
64215
FT08B
FLOOR
5
Ty 2
A06874.Z7
ob Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FIL 34946, design@altruss.com
3-2-0 5-9-0
2-3-8
7.640 AT Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:29 2016
Dead Load Dell. = 1/16 in
fixfi - 2x4 11 12-2-8 7X4 11 5-1-4 7x6 . 3-G-4
d 2XI 11
I IA -1 14 A �A 9 17 a 1. 7 1. st 11 11 � I
04
3-2-0 5-2-0
LOADING (pso
SPACING-
140
CSI -
11, DEFL.
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 80.0
Plate Grip DOL
1.�()
TC 0-56
Vert(11,
-0*23 16-17
>999
480
MT20 244/190
TCDL 15.0
Lumber DOL
1.00
BC 0.94
Vert(TL)
-0.31 16-17
>940
360
BCLL 0.0
Rep Stress Incr
YES
WI3 0.56
Horz(TL)
0.01 12
n/a
n/a
BCDL 5.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 303 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x4SPNo.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
10-0-0 oc bracing: 12-22
REACTIONS. (lb/size)
1 1635/0-3-0 (min. 0-1-8)
12 1635/0-3-8 (min. 0-1-8)
Max Grav
1 1635(LC 1)
12 1635(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-23�1 876/0, 2-23=1 876/0,
2-24�1 876/0, 3-24�11 876/0,
3-25=-4103/0, 4-25=-4103/0,
4-26=4103/0, 5-26=4103/0,
5-27�4653/0, 6-27=-4653/0,
6-28�4014/0, 7-28=4014/0,
7-29=-4027/0, B-29=-4027/0,
8-30�11916/0, 30-31=-1916/0,
9-31 =-11 916/0, 9-32�11 916/0,
32-33=-1 916/0, 10-33�11 91610,
11-12=-383/399
BOTCHORD
20-21 =0/3174, 19-20=0/4653,
18-19=0/4653, 17-18=0/4653,
16-17=0/4653, 15-16=014027,
14-15=0/4027, 13-14=0/1 916,
12-13=0/1916
WEBS
1-21 =0/2341, 2-21 =-916/4, 3-21 =-1 680/0,
3-20�80/1 555, 4-20=-1 101 /217,
5-20�1 355/633, 6-16�1 6601716,
7-16=-406/801, 8-15=0/363, 8-14�2707/0,
9-1 4=0/1 248, 10-12=-2764/0,
10-13=0/410
NOTES-
1) 2-ply truss to be connected together with 12d
(0. 131 "x3.25") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0
oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc
clinched.
Bottom chords connected as follows: 2x4 - I row at
0-9-0 oc clinched.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc
clinched.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (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 3x4 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed to carry a
concentrated load of 2000.01b over a space 2-6-0
square, anywhere on the top chord.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Required 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) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S)
Standard
J% V
Wt
Wd meiu lftffig 6 A !� t* T39 4 It 04 At, I.. D.Op bo., C-W�,4 kmT & d P-y TDC rW Anthony T. Tornbo 111, P.E.
80083
did- 4451 St. Lucie Blvd.
1, ROT t. Itiliq 11,01n,,v Ims SAM FV-duf hlhj� Fort Pierce, FL 34946
zt (opyflghl 0 2016 A-1 loaffmsses- Anthonyl[.Tombo III, P.t. Repidadiou offbis docame.1, in anyfairL is philthed Ohm The wrinen Frr6ssion hom A -I Rodbasses -Aoiliny T. lembo III, P.L
Truss
FT09
Truss Type : 1
FLOOR I '
City
5
Ply
2
A0687478
� Job Reference (optional) A — 4rI JA in �mA Da a,
Al ROOFYRLISSES, FORT PIERCE, FL 34946, clesign@a1truss.com 7.640 s Oct 7 2015 M, I ek Inclush es, Inc. pr : :
ID:U7KXdEeOgkDJPIQYLaubaOzc2si-mEWa3B2a5JxbHsl5ls8h?NEA?-2JZ3hiMn7cOJzRAK7
25-1-4
M12 V:�O 1.34 23-10-4 24-10-3,
14 iW 10-11-16
ON. f7j.1 2 1 2-7-0 D-3-1
Dead Load Defl. = 1/16 in
6.B —
2X4 11 12-2-8
2X4 I 1
5-14 7X6
4-94 2x4
11 2-9-3 2q 11
I
1
23 2 24 3 25
4 26 5
27 6
28 7
29
a 30 319
32 33 154 35 36
Pp
T2
C
V
V fV
2-0-0
V 1
n
IV
E9
Ivi
2-2-0
r5zl B-1
2--
IV
I
IV
1-4-0
I -
n
u
-
22
21
20 19 is
17
16
15
14 13 12
1.5X4 11
4x8
3x8 1.5x4 11 1.5x4 11
1.5x4 11
1.5x4 11
25.1-4
2A 8.4-0
L12
2
' A
M22
2
M2
1 1j53-4
24-7-1 24,1(13
_0 5-2-0
2M1'2
1
2
3-3-13 "21
0-3-1
Plate Offsets (X.Y)—
[1:0-2-8,04-81, [7:0-2-12,04-81,1[12:0-1-12,0-1-81
LOADING (ps�
TCLL 80.0
SPACING- 14-0
Plate Grip DOL 1.00�
CS1.
TC 0.55
DEFL.
Vert(LL)
in (loc)
-0.22 16-17
Well L/d
>999 480
PLATES GRIP
MT20 244/190
TCDL 15.0
Lumber DOL 1.od
BC 0.91
Vert(TL)
-0.30 16-17
>960 360
BCLL 0.0
Rep Stress Incr YES
WB 0.55
Horz(TL)
0.01 12
n/a n/a
BCDL 5.0
Code FBC2014JTPI20#
(Matrix-M)
Weight: 302 lb FT = 0%
LUMBER- I I
TOP CHORD 2x6 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc;
purlins, except end vertiGals.
BOTCHORD
10-0-0 oc bracing: 12-22
REACTIONS. (lb/size)
1 161810-3-0 (min. 0-1-8)
12 1618/Mechanical
Max Grav
I 1618(LC 1)
12 1618(LC 1)
FORCES. Qb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-23=-1 855/0, 2-23�1 855/0.
2-24=-1 855/0, 3-24�1 85510,
3-25=-4041/0, 4-25=-4041/0,
4-26=-4041/0, 5-26=4041 /0,
5-27=-4561/0, 6-27=-4561/0,
6-28=-3878/0, 7-28�3878/0,
7-29=-389210, 8-29�3892/0,
8-30�1754/0, 30-31=-1754/0,
9-31=-1754/0, 9-32=-1754/0,
32-33=-1 754/0, 33-34�1 754/0,
10-34=-1754/0
BOTCHORD
20-21 =0/3132, 19-20=0/4561,
18-19=0/4561, 17-18=0/4561,
16-17=0/4561, 15-16=0/3892,
44-15=0/3892,13-14=0/1754,
12-13=0/1754
WEBS
1-21 =0/2314, 2-21 =-91 514, 3-21 =-1 654/0,
3-20=-88/1544, 4-20=-1 103/213,
5-20=1332/648,6-16�1688/677,
7-16=-388/815, 11-12�285/465,
8-15=0/365,18-14=-2734/0, 9-14=0/1 262,
10-1 2=-2708/0, 10-13=0/422
NOTES-
1) 2-ply truss to be connected together with 12d
(0. 131 "x31.25") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0
oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc
clinched.
Bottom chords connected as follows: 2x4 - I row at
0-9-0 oc clinched.
Webs connected as follows: 2x4 - I row at 0-9-0 oc
clinched.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (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 3x4 MT20 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) This truss has been designed to carry a
concentrated load of 2000.01b over a space 2-6-0
square, anywhere on the top chord.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
9) Required 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131"XY) nails. Strong backs to be attached to
walls at their outer ends or restrained by other means.
10) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S)
Standard
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lode Blvd.
Fort Pierce, FL 34946
aoo �1'2116 A L Kwa.:.- i: ...... i b
Job
Truss
ss Type
Qty
Ply
64215 JFT10
FLOOR
�24
1
A06874,7
Job Reference (optional)
I . . —, 1'... vvcu API 1,3 1 U.,W' 01 /Ulu r-age-1
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-ER4yHX2Dsc3SuOtHsZfwYanKpOO—IRTvaRtAxmzRAK6
-1-2 5-�9-0 8 14 1 19-6-0
T7-
1 10 5:7
0 W-0
M �_o �7O
7x6 2X4 11 3x4 = 2X'4 11 2x4 11 5x6 = 3x4 = 2X4 11 7x6
11 17 2 18 3 19 4 � 20 5 6 7 21 8 22 9
c�
C4
]a 10 14 13 12 11 10
1.5x4 11 4x8 3x8 MT20HS= 3x4 U4 48 1.5X4 11
3-2:2 1 8-4-0 15-10-4 19-6-0
Plate Offsets (X,Y)—
[1:0-2-8,0-4-121, [9:0-2-8,04-121, [11:0-1-12,0-2-41, rl 5:0-2-12,0-2-41
-
LOADING (psf)
SPACING- 1-4-0
CS1.
DEFL.
in (loc)
Well
Ud
PLATES
GRIP
TCLL 80.0
Plate Grip DOL 1.00
TC 0.61
Vert(LL)
-0.14 11-12
>999
480
MT20
244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.95
Vert(TL)
-0.19 11-12
>999
360
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.84
Horz(rL)
-0.04 9
n/a
n/a
BCDL 5.0
Code FBC2014rTP12007
(Matrix-M)
Weight: 115 lb
FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x4 SP No.2
4) This truss has been designed to carry a
WEBS 2x4 SP No.3
concentrated load of 2000.01b over a space 2-6-0
BRACING-
square, anywhere on the top chord.
TOPCHORD
5) "Semi -rigid pitchbreaks with fixed heels" Member
Structural wood sheathing directly applied or 3-8-2 oc
end fixity model was used in the analysis and design
pudins, except end verticals.
of this truss.
BOTCHORD
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc bracing: 10-16
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131" X Tj nails. Strongbacks to be attached to
MiTek recommends that Stabilizers and required
walls at their outer ends or restrained by other means.
cross bracing be installed during truss erection, in
7) Gap between inside of top chord beading and first
accordance wifth Stabilizer Installation guide.
diagonal or vertical web shall not exceed 0.500in.
REACTIONS. (lb/size)
1 1210/0-3-0 (min. 0-1-9)
LOAD CASE(S)
9 1210/0-8-12 (min. 0-1-9)
Standard
Max Grav
I 1319(LC 7)
9 1319(LC 13)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-17�140010, 2-117�1400/0,
2-18�1400/0,3-18�1400/0,
3-19�2537/0. 4-119�2537/0,
4-20�2537/0, 5-20�2537/0, 5-6�2537/0,
6-7=-2537/0, 7-21 �1 400/0.
8-21�11400/0, 8-22�1400/0,
9-22�11400/0
BOTCHORD
14-15=012250,13-14=0/2250,
12-13=0/2537. 11-12=0/2233
WEBS
9-11=0/1756,1-15=0/1755, 8-11=-912/61,
2-15�894161, 7-11 �1 400/31.
3-15=-1400/31, 7-12=-531/1180,
3-13�531/11 17,5-12�651/318,
4-113�612/318
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.
1111-g-FIsi. t—fil! III'l-I loaf 115SHMERJOL111 INS A
Ise Tim$ ssip d —ITH r"t9s.-p- Uhilp dt, 1.f,T.ssdq.-M .6,110 Tk fisiresissoph.i.lhl issealm, oldliq Anthony T. Tonabo 111, P.E.
80083
4451 St. Lucie Blvd.
AnlbomyUomho III, P.E. Repichaioa offbii duumein, in any fatm. is pidibiled without &INfludis Fmissi(l) from A-] beffrusses-AwhopyLlambolILP.L. Fort Pierce, FL 34946
Job
Truss
Truss Typel
Qty
Ply
A0687480
64215
FT11
FLOOR
8
1
Job Reference (optional)
a
Al ROOF TRUSSES, FUK I HkKUL, M �54V415, ciesign(c_vaitruss.com
3- -5-9-0 i I I
�:2210 1 2-7-0
'Zt 3r.WBJVW SUQ HA94.KVWO
PDTPZ��.Ub. jS;I�e kTluU2p5cj7CzRAK5
13-0-10 15-7-10 18-2-10 19-5-12 .
7X6 2x4 11
1 18 2 19
3X4 2X4 11 2x4 11 4x6 3x4 2x4 11
3 20 4 2122 5 6 7 23 8 24
4x4 = 2x4 11
9 10
F-1
M
M
1-1 IE -
F1
C
d
d
c�
H —
N'
U
Ni
N,
1-10-2
15��]
N'
11 r—�
N'
BI
-2
17 16
1.5x4 11 4x8
15 14
3x8 MT20HS--
3x4
13 12
3x4 3x8
3x4
LOADING (psf)
SPACING- 14
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 80.0
Plate Grip DOL 1.�00
TC 0.62
Vert(LL) -0.15 12-13 >999 480
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.93
Vert(TL) -0.20 12-13 >999 360
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES�
WB 0.85
Horz(TL) 0.01 11 n/a n/a
BCDL 5.0
Code FBC2014fTP1200i,
(Matdx-M)
Weight: 119 lb FT=O%
LLIMBER-
TOPCHORD 2x6 SP No.2
3) Plates checked for a plus or minus 0 degree
BOTCHORD 2x4 SP No.2 *Except*
rotation about its center.
132: 2x4 SP M 30
4) This truss has been designed to carry a
WEBS 2x4 SP No.3
concentrated load of 2000.01b over a spare 2-6-0
13RACING-
square, anywhere on the top chord.
TOPCHORD
5) "Semi -rigid pitchbreaks wifth fixed heels" Member
Structural wood sheathing directly applied or 3-6-5 oc
end fixity model was used in the analysis and design
purlins, except end verticals.
of this truss.
BOTCHORD 1
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-7) oc bracing: 11-17
10-0-0 oc; and fastened to each truss with 3-1 Od
MiTek recommends that Stabilizers and required
(0.131" X Tj nails. Strongbacks to be attached to
cross bracing be installed during truss erection', in
walls at their outer ends or restrained by other means.
accordance with Stabilizer Installation quide.
7) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
REACTIONS. (lb/size)
1 1260/0-3-0 (min. 0-1-9)
11 1260/0-8-0 (min. 0-1-8)
LOAD CASE(S)
Max Grav
Standard
1 1332(LC 7)
11 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) & less except
when shown.
TOPCHORD
1-18=-1425/0, 2-18�1425/0,
2-119�1425/0, 3-19�1425/0,
3-20=2789/0, 4-20�2789/0,
4-21 �2789/0, 21-22=-2789/0,
5-22�2789/0, 5-6=-2789/0 6-7=-2789/0
7-23�11796/0, 8-23=1796iO ,
8-2f�l 796/0, 9-24�1 796/13
BOTCHORD
15-16=012302, 14-15=0/2302,
13-14=0/2789,12-13=0/2501, 11-12=Of7,O9
WEBS
11-16=0/1787, 2-16=-897/54,
3-16�1432/11, 3-14=-465/1326,
4-14=719/277, 5-13=-577/378,
7-13�657/1057, 7-12�13115/98,
8-12�85V75, 9-12=0/1 618, 9-11 =-I 561 /0
NOTES-
1) Unbalanjed floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
Ihhk-oo�
Anthony T. Tombo 111, P.E.
80083
do, 1.j DWI,,,, I- twp bf- .,I I- A-4-' W.
4451 i Lucie Blvd.
Fort Pierce, FIL 34946
(oppigI402816 A-1 Nooffiusses- ArabbayT. Iombo III, F.F. Repieducion ofibis dommem, in exy barm, ispobibbed wilhKa 'be Fffmission from A -I hol bosses -Authiny 1. Tonoto III, P.E.
Job _lTruss
Truss Type
Qty
Ply
64215
FT12
FLOOR
4
1
A06874S1
�
Job Reference (optional)
_ I I..,. Umpl 10 1U'_W*00ZU 10 Zge ri
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�ApqiD4TNEJA8JIgz—iOd?s!qCDeMQSC21MG?ezRAK4
8-4-14
2-6- 5 15 �%j 5
0-3-2
2x4 11 3x4 4x4
I 4x4 2 to 3 11 12 4
TI
8
7
6 5
1.5x4 11
3x8
3x4 = 1.5x4 11
7-7-3
84-14
5-0.4
0-7-15
LOADING (pso
SPACING-
14-0
CS1.
DEFL. in
(loc)
Well
L/d
PLATES GRIP
TCLL 80.0
Plate Grip DOL
1.00
TC 0.45
Vert(LL) -0.02
6-7
>999
480
MT20 244/190
TCDL 15.0
Lumber DOL
1.00
BC 0.36
Vert(rL) -0.03
6-7
>999
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.52
Horz(TL) 0.01
5
n1a
n/a
BCDL 5.0
Code FBC2014frPI2007
(Matrix-M)
Weight: 56 lb FT=O%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance wifth Stabilizer Installation guide.
REACTIONS. (lb/size)
8
541/Mechanical
5
541/Mechanical
Max Grav
8
990(LC 3)
5
1011(LC 5)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-8�982/0, 1-9�827/0, 2-9�827/0,
2-1 O�827/0, 3-1 O�827/0, 4-5�988/0
BOTCHORD
6-7=0/980
WEBS
2-7�907/69, 1-7=0/1098, 3-7=-500/324,
3-6�105410, 4-6=0/691
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) This truss has been designed to carry a concentrated
load of 2000.01b over a space 2-6-0 square, anywhere
on the top chord.
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 3-1 Od (0. 131
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
0 P
I 130F TIMISISMU"SUMI THUS& to
dft Fe-Md 1101.1-1 111P'6bjk� r. kOf. d!h 0,r-D1ij,.(. M.I. N 1WP..y!1u1,wq .0i"" soiv q Anthony T. Tombo 111, P.E.
# 80083
dI.1 rdjnh�
4451 St. Lude Blvd.
ZE 'C'oppight 0 2016A-1 1oo1Trvsses-ArthonyLhmIm HU1. Repledurflon olthis documun, in any fum, is probibhed withoul The wrinen permission from U loof husses -AmbonyT. Tombo III, U Fort Pierce, FL 34946
f
Job
Truss
I russ Type
ty
ply
A0687482
6215
MVA
Valley
1
�
Job Reference (optional)
Al KL)Ur- I Ku,�t)ro, r,.jm I rimsx�,;,
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�ApqiD4TNEJA8Jlgz�__iOd?saICAhmVqC21MG?ezRAK4
1�.2 1 21
15 1 12
3.75 F1 2
6
7 u_J
Dead Load Dell. 3/16 in
3XII M' 2UM6��
3x8 MT2011&�
3x4 :::�
3x4
4
1 5x4
1.5x4 [I
cs
45
45
x
3x4
3
I 5x4
I 5x4
11
11
1.5x4
9
C5
2
L11
1_
6. 0 0 F1_2
6 F 2
C5
3x4
.00
3x4
10
2
1:.5x4 11
1.5x4
11
12
11
5x4 11
7-1-4
12-54
20
NO2
5-4-0
15
Plate Offsets (X.Y)—
[3:0-2-0.0-1-01, [6:0-8-7,0-1-81
1
LOADI� ps
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/def!
L/d
PLATES
GRIP
TCLL 0.0
Plate Grip DOL 1.00
TC 0.97
Vert(LL) -0.12
6-8 >669
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.55
Vert(TL) -0.29
6-8 >267
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YE§
VVB 0.20
Horz(TL) -0.02
7 n/a
n/a
BCDL 10.0
Code FBC2014/TPI20071
(Matrix)
Weight: 85 lb
FT = 0%
LUMBER-
TbP CHORD 2X4 SP N0.2
BOT CHORD 2x4SPNo.2
WEBS 2x4 SP No.3
BRACING-
T-OPCHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erecfion', in
accordance with Stabilizer Installation quide. I
REACTIONS. All bearings 20-5-0 except GtAe
7=0-3-8.
(lb) - Max Horz
12= 906(LC 5)
Max Uplift
All uplift 100 lb or less at joint(s)
7 except 12=1 52(LC 7) , 6=-344(LC 5),
1 0=-368(LC 4), 8�834(]_C 5),
I I =-453(LC 4)
Max Grav
All reactions 250 lb or less at joint(s)
7 except 12=408(LC 5), 6=419(LC 10),
1 0=61 O(LC 9), 8=906(LC 10), 1 1=565(LC
9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (1b) or less except
when shown.
TO�CHORD
2-3=-1 99/282
BOTCHORD
11 -1 2=-865/397, 10-11 =-856/399,
9-10=-8561379, 8-9=-838/399,
T3-8=-294/134
WEBS
3-1 O�503/422, 3-8�241/506,
4-8=-712/686, 2-11 �506/496
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Cpst, h=27ft;
Cat. 11; Exp C; Encl., GCpi=O.l 8; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise
indicated.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 6, 8, 7 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) 7 except Gt=lb) 12=152, 6=344, 10=368, 8=834
1 11 =453.
8) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 12, 6, 10, 8,
11,7.
9) "Semi -rigid pitchbreaks including heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S)
Standard
Anthony T. Tombo III, P.E.
# 80083
NUI&INAper.l(Whinuo, III M sO,ilok, OWN ,,cton w jetku.,., an wirt Ira, d see, W SlElw (0.".0 b, 1 4 lot— III Ida, W bus d 0, Tarss Drcjw, Innis U�p E.Ove W N. 9.4oftv,.Lss 4451 St. Lucie Blvd.
TW hvp ho,nris KOT 1, 101:q Israp1w NIS Sim iaq. Fort Pierce, FL 34946
(opyright 0 2016 A -I ledhoses - A, i thanyLlombollI.P.F. Repredunion of ibis document, in any form ispohlned without The writes permission from A-1 hof1russes -Ambany I. Torah III, P.I.
Job
Truss
Truss Type
Q ty
ply
64215
MVB
Valley
2
1
A06874,93
�
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:34 2016 Page I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-eOm5vY558XR1 [TcsXhDd9DPIGb\�_Vy6LHP5qX5zRAK3
7-" 12-5-8 0 0
111�n 5-7-15 5-" VAN-:8_
3.75 F1 _2 3x4 -r;
6 7 Dead Load Defl. = 3/16 in
3x4 —_ 1.5X4 11
5
3X4 4
3
8
5X8
1.5x4 11
i1.5x4 11
1 2
L
11 10
1.5x4 11
5x6
,1-5-4 7-1-3
LOADING (ps,
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1.00
TCDL
15.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2014/TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 20-5-0 except at=length)
7=0-3-8.
(lb) - Max Horz
11 = 856(LC 5)
Max Uplift
All uplift 100 lb or less at joint(s)
7 except 6�342(!_C 5). 1 1=-224(LC 9),
1 0=-288(LC 4), 9=-401 (LC 4), 8=-808(LC
5)
Max Grav
All reactions 250 lb or less at joint(s)
11, 7 except 6=417(LC 10), 1 0=672(LC
9). 9=638(LC 9), 8=883(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
BOTCHORD
10-1 1�725/312, 9-10�796/346,
8-9=-791/348, 6-8=-282/124
WEBS
2-10�609/601, 3-9�534/452,
5-8=-705/679, 3-8=-205/459
NOTES-
1) Wind: ASCE 7-10; Vult--1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf,, BCDL=5.Opsf, h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical 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.
CS1.
TC 0.98
BC 0.55
WB 0.20
(Matrix)
9 �
1.5x4 11
6.00 [1-2
1-8
1,4-
an
DEFIL. in (loc) I/defi L/d PLATES GRIP
Vert(LL) -0.11 6-8 >674 360 MT20 244/190
Vert(TIL) -0.29 6-8 >270 240
Horz(TL) -0.02 7 n/a n/a
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 2-04wide will fit between the
bottom chord and any other,members.
5) Bearing at joint(s) 6, 7 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
6) rovide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 7 except flt=lb) 6=342, 11 =224, 1 0=288, 9=401
. 8=808.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 7.
8) "Semi-dgid pitchbreaks including heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Weight: 84 lb FT=O%
. 4
ATA .da, f=,k01 hud br Too * h,61 At, T fqdd. A, tM;ijr,.&TK I. Anthony T. Torritto III, P.E.
.d_dSsNi1r.M # 80083
I'd f,k, D
11,winittvir—Momad" JUWUWIA�
4451 St. Lucie Blvd.
(opylight a 2016 A -I loaf Losses - Anthony L Tomba IIL P.I. lepleductions of This document, in aq farm is ptahibited without The w1i"20 F Mission from A -I loof Losses -Anthony L Imabo III, P.L Fort Pierce, FL 34946
Job
Truss
Truss Type!
City
Ply
'64215
MVC
Valley 1 i
2
1
A0687484
�
Job Reference (optional)
Al ROOF"TRUSSES, FORT PIERCE, FL34946, design@altruss.com 1.154U S LXI t zui:) mi i ek industries, inc. Wed Apr i.3 i 0:34:35 20i 6 Page I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-6CKT7u5jvrZuNdB35PksiQywD?rBEPFUV3rN4XzRAK2
3-5-4 41-7 1�.2 2045-0
3- �4 3 7-11-11
3.75 F1 —2 3x4 �� 6 7 LO Dead Load Deft. = W6 in
A
1.5
16 1
r5liffillil
LOADING (ps
1 SPACING-
2-0-0
CSI.
DIEFIL.
in
(loc)
Ydefi
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.0 0
0 7
TC .9
Ve ' rt(LL)
-0.12
6-8
>671
360
MT20 244/190
TCDL 15-0
L.-b r DOL
1.00
BC 0.55
Vert(TL)
-0.29
6-8
>268
240
BCLL 0.0
Rep Sir e.s Incr
YES
WB 0.21
Horz(TL)
-0.01
7
n/a
n1a
BCDL 10.0
Code FBC2014ITP12007
(Matrix)
Weight: 81 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SID No.3
BRACING-
TOP.CHORD
Structural wood sheathing directly applied, except
verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
cross bracing be installed during truss erection, in�
accordance with Stabilizer Installation quide. I
REACTIONS. All bearings 20-5-0 except Ot=length)
7=0-3-8.
(lb) - Max Horz
11 = 777(LC 5)
Max Uplift
All uplift 100 lb or less at joint(s)
10, 7 except 6=-339(LC 5), 11 =-1 I 8(LC
5), 9=-291 (LC 4), 8=-823(LC 5)
Max Grav
All reactions 250 lb or less at joint(s)
11, 7 except 6=415(LC 10), 10=403(LC
1), 9=496(LC 9), 8=907(LC 10)
FORCES. (lb)
Max. Comp.lMax. Ten. - All forces 250 (lb) or less except
when shown.
BOTCHORD
10-1 1=-694/291, 9-1 O�764/322,
B-9=-764/330, 6-8=-279/122
WE13S
2-1 0=-380/373, 3-9=-410/333,
5-8=-729/703, 3-8=-190/437
flOTES-
1) Wind: ASCE 7-10; Vult=l 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exteri6r(2);
cantilever left and right exposed ; end verti6al left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its cAter. i
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
bottorn chord and any other members.
5) Bearing at joint(s) 6, 7 considers parallel to grain
value using ANSI/TP1 I angle to grain formula.
Building designer should verify capacity of bearing
surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 10, 7 except Ot=lb) 6=339, 11 =1 18, 9=291,
8=823.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 7.
8) "Semi-dgid pitchbreaks including heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Tudylluppiffne.0-Iffd of; W I T.k. M, H. um.fl.-MOMWOX Wf
If u�—iMp,W—P Thh0p Anthony T. Tornbo III, P.E.
d. ON, T"'! I—Y Wq 1, nm?.04itv 9 th 0,�K, N COWS wWW qw. b fuo ed IKI. hisayed V1600.1.1NN.e. 80083
AlWu 91,4 � fil 1^11D.11b 1111M .1palt"s elk, W� U-0—it. I �01— 4451 St. Lucie Blvd.
Sp1.&p,.ffdnjk,!6q Fort Pierce, FL 34946
(opinighl(D 21116 A -I looffrussas. ArlhonyLlembo 111, P.1, Repidudian of1his dome.1, in any 101a isprabibbed withoul Ihe wriften ptimissiou fforn A -I loofIresses -AnlhonyT. Tamio III, P.I.
Job
russ
Truss Type
Qty
Ply
64215
MVD
Valley
2
A06874195
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:3�6 2016 PageN
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�aOurKE6Lg9hl?nmFf6F5FeU5pPBOzsRekiaxCZZRAKI
1- 12-5-4 20-5-0
--31 5-3-13 7-11-12
3.75 F1 _2 3x4 ::_� 6
1.5x4 11 1.5x4 11
11 10 9
5x6 =::
.b
16
Ir
Dead Load Dell. = 3/16 in
5-5-4
1-8-3
5-3-13
7-11-12
Plate Offsets (X,Y)—
[3:0-2-0,0-1-01. [6:0-8-7,0-1-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
Ildefl
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOIL 1.00
TC' 0.98
Vert(LL)
-0.12
6-8
>668
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.55
Vert(TL)
-0.29
6-8
>267
240
BCLL 0.0
Rep Stress Incr YES
WB 0.21
Horz(TL)
-0.01
7
n/a
n/a
BCDL 10.0
Code FBC2014rrPI2007
(Matrix)
Weight: 79 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
7-4-11 oc bracing: 10-11.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 20-5-0 except at --length)
7=0-3-8.
(lb) - Max Horz
I I= 629(LC 4)
Max Uplift
All uplift 100 lb or less atjoint(s)
7 except 6�336(!_C 4), 11 �1 85(LC 4),
1 0=-1 23(LC 4), 8=-812(LC 4), 9=-1 OO(LC
4)
Max Grav
All reactions 250 lb or less at joint(s)
9, 7 except 6=412(LC 9), 11 =265(LC 9),
1 0=531 (LG 1), 8=896(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
BOTCHORD
10-11 =-629/219, 9-1 0=6811222,
8-9=-682/242, 6-8=-266/108
WEBS
2-10=-490/473, 5-8�744717,
3-8=-125/375
NOTES-
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf, h=27ft;
Cat. 11; Exp C; Encl., GCpi=O.l 8; C-C Exteriior(2);
cantilever left and right exposed ; end vertical 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 nonconc6rrent 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) Bearing at joint(s) 7 considers parallel to grain value
using ANSI1TPl 1 angle to,grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of,withstanding 100 lb uplift at
joint(s) 7 except GtAb) 6=336, 11 =i 85, 1 0=1 23, 8=812
9=100.
�) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 7.
8) "Semi -rigid pitchbreaks including heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
loaf '15SEMIr GWIALMS&
9jTA � im"M b Md 1. ti, not, 1.,dd I. Anthony T. Torrho 111, P.E.
H. d Nslnah, M 10161 a r. 0—M 6-es'd.0.4 nai .9, Wfiq 1"Ip", �2, (,I'd do, orN ofd 1. hud Wn aft.i rift. h,q 0 80083
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Zt (tipighl 0 2016 A-1 Rooffiesses - inthony Months 111, F.E. Repieduffien ofthis document, in any form is prohibited without The wrinut pertnission from U loof1russes - ArabonyT. Toodo 1111 P.L
ob
Truss
Truss Type'
Qty
Ply
A0687486
�64215
MVE
Valley
2
1 �
Job Reference (optional)
At ROOF'rRUSSES, FORT PIERCE, FL 34946, clesign@a1truss.com 7.640 s Oct 7 2015 MiT ek industries, Inc. Wed Apr i 3 i 0:34:36 20i 6 Page i
ID:U7KXdEeOgkDJPIQYLaubaOzc2si-aOurKE6Lg9hl?nmFf6F5FeU5yPCyzsVekiaxczzRAK1
7-11�1-2 i 20-9-14
4:111 1 W12 7-11-10
4-111-13 _1 10
LOADING (psf)
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1.00
TCDL
15.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2014fTP12007
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.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiT,pk recommends that Stabilizers and required
cross bracing be installed during truss erection,jn
accordance With Stabilizer Installation guide.
REACTIONS. All bearings 20-9-14 except Ot=leq ; gth)
7=0-3-8.
(1b) - Max Horz
1 = 617(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
7 except 6=-325(LC 4), 9=-1 94(LC 4),
8�644(!_C 4), 1 0=-353(LC 4)
Max Grav
All reactions 250 lb or less at joint(s)
1, 7 except 6=403(LC 9), 9=380(LC 9),
8=857(LC 9), 1 0=473(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-412/157, 2-3=-290/105
WEBS
3-9=-324/314, 5-8=7321705,
2-10�389/367
NOTES-
1) Wind: ASCE 7-10; Vult--1 70mph (3-secbnd gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.0�sf, h=27ft;
Cat. 11; Exp C; End., GCpi=0.18; C-C Extbrior(2);
cantilever left and right exposed ; end vettical left
exposed; Lumbdr DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 8egree rotation
about its center. 1
3) This truss has been designed for a 10.0 psf bottom
chord live Ic;ad nonconcurrent with any.other live loads.
I
CS1.
DEFL.
in
(loc)
I/ciefi
Ud
TC 0.97
Vert(LL)
-0.09
6-8
>863
360
BC 0.45
Vert(TL)
-0.22
6-8
>345
240
WB 0.21
Horz(TL)
-0.00
7
n1a
n/a
(Matrix)
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) Beadng at joint(s) 7 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 7 except at=lb) 6=325, 9=1 94, 8=644,
i2l.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 7.
8) "Semi -rigid pitchbreaks including heels�' Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
F-61 Dead Load Dell. = 118 in
PLATES GRIP
MT20 244/190
Weight: 67 lb FT = 0%
W .. I DOFTIOSESMII'lGINIIIIIIIIE A I a. —
ple—M Iiftv IN Is � hms Desip E.1-1[iMpody hif� 1. sid-1 tftsip dN '4st.., fiF.M.fit rD MI. N hop Anthony T. Tornbo 111, P.E.
# 80083
rh St. Luct
WI.9[SUSIsffW(.-dsr A mfy wsmoult(g IMM111" ,I Sri weorwd b, plal juls- 4451 e Blvd.
t Fort Pierce, FL 34946
(oppight 0 2016 A-1 Rodbuises - Arshog 1. Tombo III, F.E. lefumledlaft of1his duumerst, in afty form is prablibiled withoul The wrima Famission from A-1 loolliesses -AmlronyT. Tomboll], P.L
Job
Trus a
Truss Type
Qty
ply
6 4215
MVF
TVuas11'ey
2
1
A 06874P7
�
lob Reference (optional)
i ROOF TRUSSES, FORT PiERGE, FL 34bi4tj, cesign(O_Daltruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:37 2016 Page"l
ID:U7KXdEeOgkDJPIQYLaubaOzc2*3aSDXa7zRSpccxKRCqmKnrIGEpY2iJEnzMKU8PzRAKO
6-7-11 917
3�15 1 17-7-7
6-7-11 i 7-1 " I I
3x4 i::�
8&6::�
CS ead Load Defl. = 1/8 in
4
B-7-11
lk7� 5 17-7-7
'4
6-7-11
7-11-8
Plate Offsets (X,Y)— [5:0-8-7,0-1-81
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Gdp DOL 1.00
TC: 1.00
Vert(LL) -0.09 5-7 >843
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.46
Vert(rL) -0.23 5-7 >336
240
BCLL 0.0
Rep Stress Incr YES
WB 0.18
Horz(TL) -0.00 6 n/a
n/a
BCDL 10.0
Code FBC2014[TP12007
(Matrix)
Weight: 55 Itt FT 0%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
5) Bearing at joint(s) 6 considers parallel to grain value
WEBS 2x4 SP No.3
using ANSI/TPI 1 angle to grain formula. Building
BRACING-
designer should verify capacity of bearing surface.
TOPCHORD
6) Provide mechanical connection (by others) of truss
Structural wood sheathing directly applied.
to bearing plate capable of'withstanding 100 lb uplift at
BOTCHORD
joint(s) 6 except at=lb) 5=338, 1 =1 03, 8=323, 7=542.
Rigid ceiling directly applied or 6-0-0 oc bracing.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 6.
MiTek recommends that Stabilizers and required
8) "Semi -rigid pitchbreaks including heels" Member
cross bracing be installed during truss erecfion, in
end fixity model was used in the analysis and design
accordance With Stabilizer Installation guide.
of this truss.
REACTIONS. All bearings 17-7-7 except at=length)
6=0-3-8. LOAD CASE(S)
(lb) - Max Horz Standard
I= 529(LC 4)
Max Uplift '
All uplift 100 lb or less at joint(s)
6 except 5�338(!-C 4), 1 �1 03(LC 4).
8�323(!-C 4), 7�542(1-C 4)
Max Grav
All reactions 250 lb or less at joint(s)
6 except 5=414(LC 9), 1 =275(LC 9),
8=521 (LC 9), 7=703(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-31`11131
WEBS
2-8=-423/404, 3-7=-607/599
NOTES-
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf,, BCDL=5.Opsf, h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical 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.
Nufiaqlly -,1- Wil Vat 1113SErsatEr, Mut Tout A loklmks CUSTEN". W0061MMEr.
WT,k-.' njim0d 1—i fitths TOD% I.W.4 Anthony T, Tombit 111, P.E.
Mm 41thsTuisfif By kulf is tka"slMeldtis, 011", 1, O—q,01, bfy 0.
4451 St. Lucie Blvd.
# 80083
Fort Pierce, FL 34946
Zi ('b"Pylighl a 2016A-1 10afflusses - Acthocyl. Tombe 111, P.I. Reinicdontion ofthis document, in any form, is prohibited without the -,fitita petmission from A -I loofTrusses -AmhonyL Tombo 111, P1
Job
Truss
Trus ype
Q
ply
AO 687488
9421.5
MOVIG
FVallseT
2
1
�Job
Reference (optional)
1.1-A A r 43 40*34*38 2016 Pa e
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(gyaltruss.cbm j,u s 0- 1 40 1 — in u as, nc. F a .
I ID:U7KXdEeOgkDJPIQYLauba0ze2sj-Xn?clw8cC�.TE4,,dmXHZK3.RFD,,bRlcxBO31gszRAK?
i L`-§ i 14-5-1
5-5-5 1-0-1 7-11-11
3x4 --
3.7 5 F1 —2
1.5x4 11
1.5x4 11 3
2
5X6 2x4 11
7
6. 0 0 F1-2
3X4 7�-- 4
r-65 Dead Load Defl. = 1/8 in
Z:
ob
A
LOADING (psf)
SPACING 2;0
CSI.
DEFL.
in
(loc)
I/clefl
L/d
PLATES GRIP
TCLL 30.0
Plate Grip- DOL �00
TC 0.98
Vert(LL)
-0.09
4-6
�'894
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.44
VertCrL)
-0.22
4-6
>357
240
BCLL 0.0
Rep Stress Incr YE
WB 0.23
Horz(TL)
-0.00
5.
n/a
n/a
BCDL 10.0
Code FBC2014/TPI20(
(Matrix)
Weight: 45 lb FT = 0%
L,UMBER-
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.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
cross bracing be installed during truss
accordance with Stabilizer Installation
REACTIONS. All bearings 14-5-1 except at--Ieng�h)
5=0-3-8.
(lb) - Max Horz
I = 455(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
5 except 4=-351 (LC 4). 6�717(1-13 4)
Max Grav
All reactions 250 lb or less at joint(s)
1, 7. 5 except 4=41 O(LC 9), 6=847(LC
9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or,less except
when shown.
TOPCHORD
1-2=-284/125, 2-3=-265/143
WEBS
3-6=-753f783
NOTES- I
1) Wind: ASCE 7-10; Vult--1 70mph (3-second gust)
Vasd=132mph; TCDL=5.0p,sf; BCDL=5.Opsf; h=27ft;
Cat. 11; Exp C; Encl., GCpi=O.l 8; C-C Exterior(2);
tantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 d6gree rotation
about its center. 1 1
3) This truss has been designed for a 10.,0 psf bottom
chord live load nonconcurrent with any other live loads.
4) * This tru;s has been designed for a li�e load of
20.Opsf on the bottom chord in all areas,�Nhere a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members. I
5) Bearing at joint(s) 4, 5 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 5 except Ot=lb) 4=351, 6=717.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 5.
8) "Semi-dgid pitchbreaks including heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
10'.. Sim i&-- fi,1311'all
Anthony T. Tombo 111, P.E.
i6hkoiaoil. jmAdIS11ad In NW01-11 ad. hop
51. 80083
iq1temparil(solautor III Wes sdatk fie 1111.dft ad. J1011n, e 6, 1,06q Wjnals.,�& Sri —e—olf. panI Infi- 4451 St. Lude Blvd.
IlaTanbspEV rh 101!h 141J.; Nop,,,ir Tan Sjo. 4murd fly eo:26.1. Fort Pierce, FL 34946
T.Tortballp.l. Repeduction ofthis document, in any form is piabithed without the wtinen pennissiGn Ire. A -I loofTiosses -Anlhonyl. Totnto III, P.E.
Job Truss
Truss Type
Qty
ply
64215 MVH
Valley
2
1
A0687489
FJob
Reference (optional)
Al KUUt- I KI-Ibbtb, t-UK I VItKL;t, I--L;J4U4tj, Cesign(c_Dallruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:38 2016 Page 61
ID:U7KXdEeOgkDJPIQYLauba0ze2s�Xn?cku8cCmxTE4vdmXHZK3aVFDwVR[7xBO31 gszRAK?
4-2-14 11-2-10
4-2-14 6-11-12
1 cs 16�
CY
cb
A
Dead Load Deft. = 1/8 in
1 4-2-14 6-11-12
Plate Offsets (X,Y)— 13:0-&8, Edge], [5:0-1 -8,0-241
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defi Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TIC 0.73
Vert(LL) -0.06 3-5 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.38
Vert(TL) -0.15 3-5 >443 240
BCLL 0.0
Rep Stress Incr YES
VVB 0.20
Horz(TL) -0.00 4 n/a n/a
BCDL 10.0
Code FBC2014rrPI2007
(Matrix)
Weight: 32 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4SPNo.2
WESS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation of firfe
REACTIONS. All bearings 11 -2-10 except at --length)
4=0-3-8.
Qb) - Max Horz
1=374(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
4 except 3�341 (LC 4), 5�590(!-C 4)
Max Grav
All reactions 250 lb or less at joint(s)
1, 4 except 3=379(LC 9), 5=700(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-5=-617/675
NOTES-
1) Wind: ASCE 7-10; Vult--1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf,, BCDL=5.Opsf, h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2);
cantilever left and right exposed ; end vertical 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) Bearing at joint(s) 3, 4 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
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=341, 5=590.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 4.
8) "Semi-dgid pitchbreaks including heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
6 li
Anthony T Tornbo III, P.E.
80083
lflao!0.41.11. IMU Inca. .1 16WI.Is On, fain &.1"'OsItfy If' g, 4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Copyright 0 2016 A -I loolhusses - Ambarryl.Tomba III, F.E. Repicifunion ofthh document, in any Imm, is pohNed without The wrintc ptimission from A -I loofTrosses -Amkony 1. Tombo III, P.L
job
Truss
Truss Type I
)tY
ply
A0687490
`64215
MVJ
Valley �2
1
7jok
Reference (optional)
i At ROOFrrRUSSES, FORT PIERCE, FL 34946, design@altruss.com 7.640 s Oct 7 2015 MiTeK Industries, Inc. Wea Apr 13 iu:�s4:39 zuib Page i
i ID:U7KXdEeOgkDJPIQYLaubaOzc2s�?zZ_yG8Ez43KsEUqKFopsG6n?r-JUAD14QgpbDlzRAK_
3-0-8 8-0-4
3-041 4-11-12
ZX4 —
5
4x4
Lo
17
c�
i 3-0-8 T 4-11-12
Plate Offsets (X,Y)— 12:0-2-8,0-0-121, [3:0-6-8, Edge], [5:0-14,0-2-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defi L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.28
Vert(LL) -0.01 3-5 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1-00
BC 0.14
Vert(TL) -0.02 3-5 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.14
Horz(TL) -0.00 4 n/a n1a
BCDL 10.0
Code FBC2014)TP12007
(Matrix)
Weight: 22 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4SPNo.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
MiTek recommends that Stabilizers and require
cross bracing be installed during truss erection,t
accordance with Stabilizei
REACTIONS. All bearings 8-04 except Ot=length)
4=0-3-8.
(lb) - Max Horz
1= 283(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
4 except 3�280(1-13 4), 5=-413(LC 4)
Max Grav
All reactions 250 lb or less at joint(s)
1, 4 except 3=278(LC 9), 5=454(LC 9)
FORCES. (lb) i
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-5=-405/476
NOTES-
1) Wind: ASCE 7-10; Vult=l 70mph (3-second gust)
Va�d=l 32mph; TCDL=5.0psf: BCDL=5.Opsf, h=2'7ft;
Cat. 11; Exp C; Encl., GCpi=O.l 8; C-C Exterior(2)�
cantilever left and right exposed ; end vertical 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. 1
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 wherea'
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom choA and any other members.
5) Bearing at joint(s) 3, 4 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula,' Building
designer should verify capacifty of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except Ot=lb) 3=280, 5=413.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 4.
8) "Semi -rigid pitchbreaks including heels�'Merynber
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Jard
Anthony T. Tornbo III, P.E.
1657"51 W.1 KN WE.] Rl,*. 9( WA, Nod im?.; rA-1 Mi. Te, pv,,d i. A. V. thl"SS, Wk" W&; 9-,,,W5Vfi. cdIndit bp. s. fi� 00
*It.81. �13
NW11qD.q-1(W,d- In 44515 UC e BlYd.
O.W." ITkT hOpEgi liK011.hi.ili��;DWp�.".T,.,Slg,.Et.,.O"t���,'.6n Fort Pierce, FL 34946
(opytighl 0 2016 A -I Reafficsses - ActionyLlombe III, P.1 Repicdodsoi offlis dommem, in any Imm, is piabibited wdout the witnen Feimission from M luffrosses - AmbonyT. Tombo 19, F1
Job
Truss
Truss Type I
Q ty
ply
64215
MVK
Valley I
2
1
A0687421
�
Job Reference (optional)
Al KUUr- I KUZ1Z)r0, r'VK I t-Ir_MV, rL _,,;to4a, aesign(gaiiruss.corn
1.5x4 11
1
3x4 i:�
LOADING (psf) SPACING- 2-0-0
TCLL 30.0 Plate Grip DOL 1.00
TCDL 15.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.,
REACTIONS. All bearings 16-2-5.
(lb) - Max Horz
1= 484(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
except 5=-1 62(LC 4), 8=-543(LC 4),
6�571 (LC 4)
Max Grav
All reactions 250 lb or less at joint(s)
1 except 5=278(LC 9), 8=725(LC 9),
6=806(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=457/178, 2-3=-268/128
WEBS
2-8=-609/595, 3-6=-649/637
NOTES-
1) Wnd: ASCE 7-10; Vult--1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=27ft;
Cat. 11; Exp C; End., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical 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) 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, with BCDL =
f.b4U S UCE I dU1 0 MI I eK inaustnes, Inc. vveo Apr i J iu:j4:4uzuib eager
ID:U7KXdEeOgkDJPIQYLauba0ze2s�T97MAc9skNCBT030uyK2PUfrCOcuvgoEfKY8kkzRAJz
114-6 16-3-2
6-4-14 4:1 0_1 2
4
3.75 F1 _2 1.5x4 11
3
8
7
6
9
5
1.5X4 11
3x4
=
1.5x4 11
1.5x4 11
16-3-2
6-4-14
_I 2
CS1.
DEFL.
in (loc)
I/defl L/d
PLATES GRIP
TIC 0.70
Vert(LL)
n/a
n/a 999
MT20 2441190
BC 0.26
Vert(TL)
n/a
n/a 999
VIVID 0. 19
Horz(rL)
0.00 5
n/a n/a
(Matrix)
Weight: 60 lb FT = 0%
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 162 lb uplift at
joint 5, 543 lb uplift at joint 8 and 571 lb uplift at joint 6.
7) "Semi -rigid pitchbreaks including heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
V,
4 15
Anthony T. Tombo III, P.E.
4 80083
4451 �t. Lcie 13111d.
0-11st 19 helsnNsipbp Is ROT%. Irki Nsipm. TnMrn. fV dul h.1,6q Fort Pierce, FL 34946
(opyiigbIC2016A.lReoffitsses-Acthanyt.TomboilLF.E, Repicsforlion ofthis domment, in oftyfolm, is probind wilkoof [be weltren ptirmissiom from A -I bofliusses -Amhonyl. Tomb III, RE.
Job Truss
Truss Type;
'us
Qty
Ply
`84215 MVL
TVallsey
2
A0687492
Job Reference (optional)
Al ROoF-rRUSSES, FORT PIERCE, FIL 34946, design@altruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:40 2016 Page 1
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-T97MAc9skNCBT030uyK2PUfvJOeOvgVEfKY8kkzRAJz
4-11-9 �2 13-0-11
4-11-9 27 4-10-12
4
3X4
7
6
5
1.5x4 11
1.5x4 11
1.5x4 11
2
13-0-11
M-3 —,;�l
i
�
2
4-10-12
LOADING . (psf)
SPACIhG- 2-0-0
CSI.
DEFL. in (loc)
I/defl
L/d
PLATES GRIP
TCLL
30.0
Plate Gdp DOL 1.00
TC 0.44
Vert(LL) n/a -
n/a
999
MT20 244/190
TCDL
15.0
Lumber DOL 1.00
BC 0.16
Vert(TL) n/a -
n/a
999
BCLL
0.0
Rep Stress Incr YES.
WB 0.14
Horz(TL) 0.00 5
n1a
n/a
BCDL
10.0
Code FBC2014/TPI2007j
(Matdx)
Weight: 48 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
90T CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Struotural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection' in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 12-11-15.
(lb) - Max Horz
1=408(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
I except 5�211 O(LC 4), 6=431 (LC 4), 1
7=-377(LC 4)
Max Grav
All reactions 250 lb or less at joint(s)
I except 5=266(LC 9), 6=548(LC 9).
7=477(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb),or less except
when shown.
TOPCHORD
1-2=-347/129
WEBS
3-6=469/485, 2-7=-384/391
NC;TES-
1) Wind: ASCE 7-10; Vult=l 70mph (3-second gust)
Vasd=132mph; TCDL=5.0psf: BCDL=5.,Opsf, h=27ft;
Cat. 11; Exp C; Encl., GCpi=O. 18; C-C Exterior(2);
'cantilever left and right exposed ; end vertical 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) Gable requires continuous bottom chord beadng.
4) This truss has been designed for ai 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5) * This t4ss 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 membe.�s.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1 except at=lb) 5=210, 6=431, 7=377.
7) "Semi -rigid pitchbreaks including heels�'Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
IMMIRdir 1— Ttr4dWp poomem mium! men . rlosltntllmill 53-1�.Dj, mile Weet! I. I"UR P1. le—esmd logneve. lidess 14"Is, tvdaIm
A,T000 11,�p Eqvmfi�WOy imln.j Mmp..% oe-enteelm! 06 51.0,7rool ".4, Ito Mi.. Nissipmsmt,m.so".�Etom,- Anthony T. Tombo III, P.E.
�A..dMT,mrusoyloolbl isikoo4onAv tne, 0,sj,t4 comees.6.4d qmtm 1.1fill C19sur'i'N (Wief, eftm RL& III sam Iota IIIL
ill M W lilfhHhlib pd-W Widdims 0 fte 1,49 G.I rod— 80083
4451 St. Lucie Blvd.
ol,w, lot T.0onDniplolp Fort Pierce, FL 34946
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Job
Truss
Truss Type
Qty
Ply
64215
MVM
Valley
2
1
A06874P3
�
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Apr 13 10:34:41 2016 Page T
ID:U7MdEeOgkDJPIQYLaubaOzc2s�xMhkNyAUVhK25YeCRgrHyhC2UQz8e6yNu—IiGBzRAJy
4-11-9 9-10-5
4-11-9 4-10-12
C!
1.5X4 11
3
2x4 7::; 5 4
1.5x4 11 1.5x4 11
LOADING (psf)
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1.00
TCDL
15.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC20141TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purfins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
1
151/9-9-8 (min. 0-1-8)
4
205/9-9-8 (min. 0-1-8)
5
602/9-9-8 (min. 0-1-8)
Max Horz
I
323(LC 4)
Max Uplift
1
48(LC 4)
4
-204(LC 4)
5
-601 (LIC 4)
Max Grav,
1
151 (LC I
4
241 (LC 9)
5
71 O(LC 9)
FORCES. Qb)
Max. Comp.lMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-288/135
WEBS
2-5=-600/656
NOTES-
1) Wind: ASCE 7-10; Vult=l 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf, h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2):
cantilever left and right exposed ; end verfical 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) 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.
ICS1.
DEFL.
in (loc)
I/defi
Ud
PLATES GRIP
TC 0.54
Vert(LL)
n/a -
n/a
999
MT20 244/190
BIC 0.19
Vert(TL)
n1a -
n/a
999
WI3 0.20
Horz(TL)
0.00
n/a
n/a
(Matrix)
Weight: 34 lb FT = 0%
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 beading plate capable of withstanding 100 lb uplift at
joint(s) I except at=lb) 4=204, 5=601.
7) "Semi -rigid pitchbreaks including heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Anthony T. Tombo III, P.E.
80083
"1 (161100 tit MOWN jwo.sd p!drims Ork, IMIq &.1 wof.anatfittinfrelf,u— T9 I ldru th ".AhniAltefts 0 b Tw 0,0jA,, No C61a bIW—j IRA
id 4451 St. Lucie Blvd.
-I,hpatsi.44 ThTtAs Dm;. 4,Ar 1, ROTN 1,41-1 MIA% .7- Tim IquAdul krlj� Fort Pierce, FIL 34946
0 2016 A-1 looffivises. ArfhonyT. lemba 111, F.E. Rep,danion alibis dommani, in any tam ispiablited withovi On wilver, permission from A-] loofliasses -AmbonyT. Tordo III, P.L
Truss
Truss Type;
Q ty
ply
A068194]
6 2'15
MVN
Valley
2
I
�
Job Reference (optional)
I n 4n IA An nnota D
At ROOF -TRUSSES, FORT PIERCE, FL 34946, designgaltruss.com 7.640 b Out t 20 i a Ail p!
ID:U7KXdEeOgkDJPIQYLaubaOzc2s�;,Y,F,6,b,IuB,6,G"?,,S,ujiDP?NMWUvkG6qLSNajW6elFodzRAJX
4-11-9 6-7-14
4-11-9 1-8-5
1.5x4 11
3
3.75 F1 —2 1.5x4 11
2
T
W1
111 Ll
5
2X4 7::�- 1.5x4 I I
W2
T
4
1.5x4 I I
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl
L/d
TCLL 30.0
Plate Grip DOL 1.00
TC 0.35
Vert(LL) n/a n/a
999
TCDL 15.0
Lumber DOL 1.00
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 FBC2014frPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
5) This truss has been designed for a live load of
E;OT CHORD 2x4SPNo.2
20.Opsf on the bottom chord in all areas where a
WEBS 2x4 SP No.3
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BRACING-
bottom chord and any other members.
TOPCHORD
6) Provide mechanical connection (by others) of truss
Stru@tural wood sheathing directly applied or 6-0-0 oc
to bearing plate capable of withstanding 100 lb uplift at
purlins, except end verficals.
joint(s) 4 except at=lb) I =1 27, 5=503.
BOTCHORD
7) "Semi -rigid pitchbreaks including heels" Member
Rigid ceiling directly applied or 10-0-0 oc bracin g.
end fixity model was used in the analysis and design
MiT.ek recommends that Stabilizers and required
of this truss.
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
LOAD CASE(S)
REACTIONS. (lb/size)
Standard
1 177/6-7-1 (min. 0-1-8)
4 -20/6-7-1 (min. 0-1-8)
5 449/6-7-1 (min. 0-1-8)
Max Horz
1 226(LC 4)
Max Uplift
1 -127(LC 4)
4 -24(LC 9)
5 -503(LC 4)
Max Grav
I 196(LC 9)
4 22(LC 4)
5 546(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-t-464/544
NOTES-
1) Wind: ASCE 7-10; Vult--170mph (3-second g6st)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.0psf:, h=.27ft;
'Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical 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) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf;boftom
chord live load nonconcurrent with any other live loads.
PLATES GRIP
MT20 244/190
Weight: 22 lb FT = 0%
W1.1 [oaf TIUMrsfuirvanii iuqs& coknantscusim". �iaaoohiiawrrt
Anthony T. Tornbo III, P.E.
Tit m-nil e. 6, TO .1 qUist sf� N Tutu, kdeq lotfiq 1,0, r,,j.AjJ& 80083
4451 �t. L.Cle BlVd.
dm i—r. q 11.11 fortH Thl WpEW ...... t 1AW 1, Mi. Fort Pierce, FL 34946
(opylight a 2016 A -I 1100111tises - Anhany T. lombe III, P.E. Repidution oftlih 11MUMeaf, in any lain is piabibiled withovi The Ann Fermissiom from A-1 loofIfusses -Ambony L lembo III, P.L
zt 11
Job
Truss
Truss Type
o2ty
Ply
64215
MVP
Valley
2
A0�8'71PJ5
Job Reference (optional)
A] KUUr- I KUW)rO, rUM I rIr_KLr_, oesignta_)a itrussxor" f XU 10 Mllelc inciusiries, inc; "I Zu 1'3 1 u:'14:4z zu 10 rage T
1 o4u 5 uci ' sivo
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-PYF6blB6G?SujiDP?NMWUvkJ9qMUNcFW6e1 FodzRAJx
3-5-8
3-"
C5
2X4 ��
3.75 F1 _2
1.5x4 11
2
3
LOADING (ps�
SPACING- 2-0-0
CS1.
DEFL. in (loc)
I/defl L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.16
Vert(LL) n/a -
n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.06
Vert(rL) n/a -
n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(FL) 0.00
n/a n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix)
Weight: 10 lb FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
7) "Semi -rigid pitchbre aks with fixed heels" Member
BOT CHORD 2x4 SP No.2
end fixity model was used in the analysis and design
WEBS 2x4 SP No.3
of this truss.
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-5-8 oc
LOAD CASE(S)
puffins, except end verticals.
Standard
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
1
.127/34-11 (min. 0-1-8)
3
127/34-11 (min. 0-1-8)
Max Horz
I
100(LC 4)
Max Uplift
1
-1 18(LC 4)
3
-150(LC 4)
Max Grav
I
148(LC 9)
3
157(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opst, BCDL=5.Opsf, h=27ft;
Cat. 11; Exp C; Encl., GCpi=O.l 8; C-C Exterior(2);
cantilever left and right exposed ; end vertical 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) 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) except at=lb) I =1 18, 3=1 50.
Anthony T. Tornbo III, P.E.
14 11 q 11, .1jWV 0 # 80083
!uNliq1t,olp—minnoff jjl� 1d.04 A, Tch'IbIrd.. W pm,u elk, Wfq WI puid I'll— T?.l Ifr rk, q.0kH., w1ro., d -.h I- 61W bli- WInns X.M-,W. 4451 St. Lucie Blvd.
Fort Pierce, FIL 34946
(opyrighl 0 2016A-1 Root husses. AmiDayT.Tombe III, H, RePIC111(littO Of this dDIUMEM, in Hylam, is Inobibitidwithoui lie writuaptimission from A -I bof1losses- Anthony L Tootbo 111,1`1
If