HomeMy WebLinkAboutTRUSS 9-12-16S
Lumber de ign values are in accordance with ANSI/TPI 1-2007 section 6.3
M A-1 ROOF These tru,' designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE,�Job 64215R
Site Information:
Customer Info: PAUL JACQUIN & SONS Project
Lot/Block:
Addrbss: 4451 ST. LUCIE BLVD, FORT PIERCE,
City:
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FIL 34946
Jame: A-1 ROOF TRUSSES ADDITION
I Mod-61: A-1 ADDITION
-L 34946,ision:
County: St Lucie State: FL
Name Address and License # of Structural En 'Ineer of Record, If there is one, for the building.
9
Name: Raymond Chladny License #: AA-26002573
Address: 757 NW Waterlily Place
City: Jensen Beach, FIL 34957
General Truss Engineering Criteria Desig Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.'THES-2- PLf"IN'S M I D A M. P F110 P 0 S-, D W 0 .N,
Wind Code: ASCE 7-10 Wind Speed: 170 MPH t.
ARE SMECT TO ANY CoflREC'r
Roof Load: 55.0 psf Floor Load: 0.0 psf. 11013
This package includes 20 individual, dated Truss Design rawings and 0 Additional Dra�Nlnbs. 1111EQUIRED'SY FIELD INSPECTORS THAT
With my seal affixed to this sheet, I hereby certify that I arp the Truss Design Engineer ' ari�'this index sheet MAY SE NECESSARY IN OF-IMM -Io,
conforms to 61 G1 5-31.003,section 5 of the Florida Board of Professional Engineers Rules."'
COPe-MY WITH ALL
No.
Seal #
Truss Name
Date
N�.
Seal #
Truss Name
Date
I
A0051167
A01 G
11/29/16
1 �
A0051179
MVG
11/29/16
2
A0051168
A02G
11/29/16
1/4
A0051180
MVH
11/29/16
3
A0051169
B01
11/29/16
115
A0051181
MVJ
11/29/16
4
A0051170
B02
11/29/16
/16
A0051182
MVK
11/29/16
5
A0051171
col
11/29/16
'17
A0051183
MVL
11/29116
6
A0051172
CO2
11/29/16118
A0051184
MVM
11/29/16
7
A0051173
MVA
11 �29116,
19
A0051185
I MVN
11/29/16'
8
A0051174
MVB
11/29/ld
20
A0051186
I MVP
111/2
9
A0051175
MVC
11/29/1,6
F
10
A0051176
MVD
11/29/1'6
11
A0051177-
MVE
111/29/1
.12
A0051178
I MVF
111/29)
A-(� 111)71W
S-0
M.
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses,
Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2017.
NOTE -.The seal on these drawings indicate a�ceptance of professional
engineering responsibility solely for th , a truss components shown.
The suitability and use of components foi
building designer, per ANSI/TIPI-11 Sec. 2.
The Truss Design Drawing(s)CTDD[s]) refe
construction documents (also referred to
provided by the Building Designer indicat
The design criteria therein have been tra
Trusses or specific location]. These TDD
Enoineering Documents) are specialty st
pro�ies deferred or phased submittals. /
Engineer), the seal here and on the TDD/r
endineering responsibility for the design
Buildin.a.Pesigner is responsible for an8
compatibility with their written engine / in
relat
,,ed notes. 7
particular building is the responsibility of the
renced have been prepared based on the
at times as 'Structural Engineering Documentsl
1 1 ng the nature and character of the work.
nsferred to Anthony Tombo III PE by [Al Roof
s (also referred to at times as 'Structural
1 fghallyogn ed
ructural component designs and may be partAnthony 711mbo, III
As a Truss Desinn Enelineer 1i a Snecialty DW—US 11�
: IV.' , %
� 0 0
epresents an acceptance of professional T. Tombo, cn-Mtho'nyT.Tom-bo IdW,,
Y.T—bo@,-O,
of the single Truss depicted on the TDD only. Re i,g." 0',
shall coordinate and review the TDDs for W- 2016.111911:46M -05W
g requirements. Please review allTDDs and all Anthony Tombo 111, P.E.
SERIAL #:
1:
DF
3BBCA221000000004CI287
........ ... ... - ........... --.- ... ....... .... ......... .......... . .... ....
Page 1 of, 1
64215R
Truss Truss Type
AOIG FLAT GIRDER 2
Qty �Ply 5 �J.b!R�
russes, Fort Pierce, FL 34946, design@altruss.com 8.020 s Sep 13 2C
ID:U7KXdEeOgkDJPIQYLauba(
5-8-0 16-1-0 Ll I 1 26 6 0
5-8-0 5-2-8
3x6 11 5x10 MT20HS--
8x12 5x8 5x6� 5xlOMT20HS-- 5x6 5x6
1 2 3 4 5 6 7
5X8
9
Inc. Fri Nov 18 13:39:32 20
Dead Load Defl. ='-Q/1 6 in
8x12
10
9
N'
4
id
- -- 17 - -- --16
- -- 15
14
--13
-1 --
12 -- -
-- 11
1OX10
I 0x1 4 MT20HS= 10x14 MT20HS=
8X10
8x8 10x14 MUMS=
10x14 MT20HS--
1OX10
5-8- 10-10
_�8
61 0 1
1 31 ��6 6 0
31"B-8
R-4 8
0
5
5_� 5�
5-2-8
5 _8_;
Plate Offsets (X,Y)-- [1:0-5-4,0-3-6], (2:0-3-0,0-2-8];,[9:0-3-0.0-2-8],[10:0-5-12,0-3-4],[11:0-4-5,0-0-2],[12:0-3-8,0-5-12],[13:0-7-0,0-6-0],
[14:0-3-8,0-5-12],
[15:0-5-0
[16:0-7-0,0-6-01, rl7:0-3-810-5-121
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in floc)
I/clefi
Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL .1.00
TC 0.91
Vert(LL) 0.48 14-15
>917
360
MT20
244/190
TCDL *15.0
Lumber DOL 1.00
BC 0.87
Vert(TL) -0.97 14-15
>455
240
MT20HS
187/143
BCLL ; 0.0.*
Rep,Stress Incr :NO
WB 0.98
Horz(TL) 0.19 11
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix-MSH
Weight: 1814 lb
FT = 0%
LUMBtR--
TOP CHORD 2x6 SP 240OF 2.OE
BOT CHORD 2x8 SP 240OF 1.8E
WEBS 2x6 SP 240OF 2.OE *Except*
WI: 2x8 SP No.2, W3:2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-9-13 oc
purlins, except end verticals.
BOTCHORD
10-0-0 oc bracing: 11 -18
REACTIONS. (lb/size)
18
29886/0-8-0 (min. 0-3-1)
11
P1048/0-6-0 (min. 0-3-1)
Max Horz
18
313(LC 5)
Max Uplift
18
-13324(LC 4)
11
-13833(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.
TOP CHORD
1-1 8=-27064/12143, 1-2=-33107/14865,
2-3=-53350/23845, 3-4=-64238/28665,
4-5=-64238/28665, 5-6=-64238/28665,
6-7=-64323/28685, 7-8=-64323/28685,
8-9=-53386/23792,'9-i,()=-'33207/14797,-
10-11=-27122/12182
BOTCHORD
18-19=421/645�119-20=421/645,
17-20=-421/645, 17-21=-14865/33107,-
21-22=-14866/33107, 22-23=-14865/33107,
16-23=-14865/33107, 16-24=-23991/53664,
24-25=-23991/53664,15-25=-23991/53664,--
15-26=-28685164323, 26-21-='� 28685/64323,
14-27=-28685/64323,14228=-23939/53700,
28-29=-23939/53700, 29-30=-23939/53706,
13-30=-23939/53700, 13-311�--114797/33207,
31-32=-14797/33207,12-32=-i4797/33207,
12-33=-283/628, 33-34=-283/628,, %
BOTCHORD
18-19=-421/645 19-20'=-421/645
17-20:=-42 11645: 17-21 =-1486513�11 07,
21-22=-14865/33107, 22-23=-14865/33107,
16-23=-14865/33107' �
16-24=-23991/53664, 24r25=-23991/53664,
15-25=-23991/53664, '
15-26=-28685/64323, 26-27=-28685/64323,
14-27=-28685/64323,
14-28=-23939/53700, 28-29=-23939/5370CI,
29-30=-23939/53700,
13-30=-23939/53700, 13-3�, =-14797/33207,
31-32=-14797/33207,
12-32=-14797/33207,12-33---283/628,
33-34=-283/628, 34-35=-283/628,
11-35=-283/628
WEBS
10-12=-18750/42086, 1-17=-1,8695/41998,
9-12=-1 7699/8135, 2-17=-1 7751/8156,
9-13=-1 1902126702, 2-16=-1 1928/26786,
8-13=-9460/4441, 3-16=-9446/4422,
8-14=-6205/13889, 3-115=-615�/113825,
6-14=-523/485, 5-15=-506/457 ',
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 0-7-0
oc.
Bottom chords connected as follows: 2x8 - 4 rows
staggered at 0-5-0 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 - 1 row at 0-9-0 oc, member 14-6 2x4 - I row at
0-9-0 OG.
Attach TC&BC w/11/2" 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) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=27ft;
Cat. 11; Exp C; Encl., GCpi=O. 18; C-C Exterion(2); end
vertical left exposed; Lumber DOL=1.60 plate grip 4
DOL=11.60
4) Provide adequate drainage to prevent water.
poncling.
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) Bearing at joint(s) 18, 11 considers parallel to grain
value using ANSI/TPl 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 13324 lb uplift
at joint 18 and 13833 lb uplift at joint 11.
W
L;ontinuea on page 2
Inq 4lent Ow.11il! "fl. it, 'I -I TOOT ROSSEM11un 611HIL THAIS & CONDM04S (USTOMj'M;M, IM(TIVINNI11' Tom. 10,
1!1111 M folflo, TOO, 11111, 111 Tom, DII,11 I111w1*,J1M0 III ", b W I III to No M'q'- 111111, TOO 1111, lIff T111 lolp 01,.11111H, 1111all..,n, WIIIII Anthoriy T. Tombo 11I,Y.E.
... .... ... "W", I " I I
a 80083
III Solis Seoul to th TDDrA Its Inallasud Volums othl Iollial (OPCIEZ S&Y JAh'!d it IFI.ISICA 0 rehqnEtfu 1-1 paiia 4451 St. Lucie Blvd.
maA ThTmss hapbooews NOT N uld.;hs'p". Irsss Fort Pierce, FL 34946
Copyfigld 0 2016 A-] Roof Trusses - Anthony L bathe III, P.E. ReVedudi(M of [his dDromers. in any form, is prohibited whboutibe written permission fjons A-11 ReoiTtosses - Anthony T. Tornio III, P.E.
-4
Job
Trus
1
ype
Qpy
ly
A0051167
64215R
ITT-uss
A01 G
FLAT GIRDER
2
5
� Job Referenc�eoptional)
%A: -6 IHI PH ki-I 1A '7111A P-
All Roof Trusses, �-ort Hierce, t-L 44U,sts, cesign(ga I truss.curn V
I ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-ne9_go4QKxDOWinO2bjzLyrt3TL93e?iF4VDZuyHxwP
14OTES-
11) Hanger(s) or other connection device(s) shall be
ritovided sufficient to support concentrated load(s) 1024
lb down and 477 lb up at 2-0-12, 2136 lb down and 901
lb up at 2-0-12, 1024 lb down and 477, lb up at 4-0-12,
2196 lb down and 901 lb up at 4-0-12, 1024 lb down
and 477 lb up at 6-0-12, 2136 lb down and 901 lb up at
6-0-12,1024 lb down and 477 lb up at 8-0-12, 2136 lb
down and 901 lb up at 8-0-12,1024 lb down and 477 lb
upiat 10-0-12, 2136 lb down and 901 lb up at 10-0-12,
1024 lb down and 477 lb up at 12-0-12, 2136 lb down
and 901 lb up at 12-0-12, 1024 lb down and 477 lb up at
14-0-12, 2136 lb down and 901 lb up at 14-0-12, 1024
lb down and 477 lb up at 16-0-12, 2136 lb down and
901 lb up at 16-0-12,1024 lb down and 477 lb up at
18-0-12, 2136 lb down and 901 lb up at 18-0-12; 1024
lb down and 477 lb up at 20-0-12, 2136 lb down and
901 lb up at 20-0-12, 1024 lb down and 477 lb up at
22-0-12, 2136 lb down and 901 lb up at 22-0-12, 1024
lb down and 477 lb up at 24-0-12, 2136 lb down and
901 lb up at 24-0-12� 1024 lb down and 477 lb up at
26-0-12, 2136 lb down and 901 lb up at 26-0-12,1024
lb down and 477 lb up at 28-0-12, 2136 lb down and
901 lb up at 28-0-12, 1024 lb down and 477 lb up at
30-0-12, 2136 lb down and 901 lb up at 30-0-12, 1024
lb down and 477 lb up at 32-0-12, 2136 lb down and
901 lb up at 32-0-12, 1024 lb down and 477 lb up at
34-0-12, 2136 lb down and 901 lb up at 34-0-12, and
1024 lb down and 477 lb up at 36-0-12, and 2136 lb
down and 901 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 0=-90, 11-18=-20
Concentrated Loads (lb)
Vert: 15=-3160(F=-2136, B=-1024) 19=-3160(F=-2136
, B=-1 024) 20=-3160(F=-2136, B=-1 024)
21=-3160(F=-2136, B=-1024) 22=-3160(F=�2136,
B=-1 024) 23=-3160(F=-2136, B=-1 024)
24=-3160(F=-2136, B=-1024) 25=-3160(F=-2136,
B=-1024)26=-3160(F=-2136 B=-1024)
27=-3160(F=-2136, B=-1024i 28=-3160(F=-21�36,
B=-1024) 29=-3160(F=-2136, B=-1024)
30=-3160(F=-2136, B=-1024) 31=-3160(F=-2�136,
B=-1 024) 32=-3160(F=-2136, B=-1 024) 1
33=-3160(F=-2136, B=-1024) 34=-3160(F=-2136,
B=-1 024) 35=-3160(F=-2136, B=-1 024) /
toof T.46016jusailes-drud Kits a UOUSA-ist ondAnth ED. 0
AS I Tina Anthony T. Tombo III, P.E.
"is. d&l We* af V. 80083
1WW(qDesijxiidEr*.&1. M sesm #1 Nth TOD WN InelaS .11 JAM-s 9 n- I-Ifi-I M sal SIU arindenand her Imend pd�- 11plefnissW 4451 St. Lucie Blvd.
if dI Times ip4'ej. lie Tins 0"llo [A;uw it 96IN Widi;0itnW, Orris Wise Eopiud ul k;ddq. Fort Pierce, FL 34946
(opyrigbi (D 2016 M Roof leasses rA-IlhosyL Tombo III, P.E. ReFteduction of Ibis doluineof, in any f0fla, is probibited witboctibe weirten peristissiose ham A-] RinfTiosses - AinfianyL forato Ill, P.I.
Job
Truss
Truss Type
Qty
ply
64215R
A 4 D--f �-- C � M!
A02G
M
FLAT GIRDER
__ --- __
2
5-Job
A0051168
Reference (optional) 4
o.u/uszSepS-jzuSomSjeKInousznes, Inc. Fri NOV 18 13:39:342016 Pagel
ID:U710(dEeOgkDJPIQYLaubaOzc2sj-ilGl5T5gsYTkmOwn9OlRQNwLdG7OXdL_jC�_KdnyHxwN
N22-6 9-11-5 14-8-3 19-5-2
_g i i i 44 �O:4 -71
4-8-14 4-8-14 4-8-14 2
0-7-4
5x8 = 4x4 -
4x4 = 2x4 11 5x6 � 4x4 = 5x8 = Dead Load Defl. = 11416 in
1, 'F 1 T2
L
Wl
Ivi
L
Ivi
V Ivi
_J
_J
Wl
L31L
__J
Li
15 16 114 17 12 11 18 19 - 20 21 22 23
8xl0 = 1OX10 =
7x8 = 248
8X8 8x8 loxio 8xlO
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],[7:0-3-12,0-2-01,[8:0-4-6,0-0-1],[9:0-3-8,0-5-12],[10:0-4-0,0-5-8], [11:0-3-8,0-6-4]. [13:0-3-8,0-6-4],
fl4:0-4-13.0-0-21
LOADING (psl)
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
NO
BCDL
10.0
Code FBC2014frPI2007
LUMBER -
TOP CHORD 2x6 SP 240OF 2.OE
SOT CHORD 2x8 SP 240OF 1.8E
WEBS 2x4 SP M 31 *Except*
Wl: 2x8 SP No.2, W3: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOTCHORD
10-0-0 oc bracing: 8-14
REACTIONS. (lb/size)
14
19137/0-8-0 (min. 0-1-15)
8
21437/0-6-0 (min. 0-2-2)
Max Horz
14
334(LC 5)
Max Uplift
14
-8549(LC 4)
8
-9545(LC 5)
Max Grav
14
19137(LC 1)
8
21437(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-14=-16663/7511, 1-2=-18604/8410,
2-3=-27118/12165, 3-4=-27062/12103,
4-5=-27062/12103, 5-6=-27062/12103,
6-7=-1 8629/8322, 7-8=-1 6660/7531
BOTCHORD
14-15=-390/570, 15-16=-390/570,
13-16=-390/570,13-17=-8410/18604,
12-17=-a4lO/l8604,11-12=-8410/18604,
11 -1 8=-1 2165/27118,18-19=-1 2165/27118,
10-1 9=-1 2165/27118, 10-20=-8322/18629,
20-21=-8322/18629,9-21=-8322/18629,
9-22=-240/533, 22-23=-240/533,
23-24=-240/533, 8-24=-240/533
WEBS
7-9=-10850/24294,1-13=-10828/24298,
6-9=-7953/3791, 2-13=-8016/3815,
6-1 0=-5151/11489, 2-11 =-5 187/11598,
4-10=490/405,21-11=484/411 '
CS1.
DEFL.
in (Too)
I/defl
L/d
PLATES GRIP
TC 0.33
Vert(LL)
0.14 10-11
>999
360
MT20 244/190
BC 0.46
Vert(TL)
-0.28 10-11
>999
240
WB 0.67
Horz(TL)
0.05 8
n/a
n/a
Matrix-MSH
Weight: 1119 lb FT = 0%
WEBS
7-9=-10850/24294, 1-13=-10828/24298,
6-9=-7953/3791, 2-13=-8016/3815,
6-1 0=-5151/11489, 2-11 --'-5187/11598,
4-1 0=-490/405, 3-11 =-484/41 1
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 0-4-0 oc.
Webs connected as follows: 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
(8), unless otherwise indicated.
3) 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); end
vertical left exposed; Lumber DOL=1.60 plate gnp
DOL=1.60
4) Provide adequate drainage to prevent water
poncling.
5) The solid section of the plate is required to be
placed over the splice line at joint(s) 12.
6) Plate(s) at joint(s) 14, 1, 5, 7, 9, 13, 6, 2, 10,11, 41
3 and 8 checked for a plus or minus 0 degree rotation
about its center.
7) Plate(s) at joint(s) 12 checked for a plus or minus 2
degree rotation about its center.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
10) Bearing at joint(s) 14, 8 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface. I
11) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 8549 lb uplift
at joint 14 and 9545 lb uplift at joint 8.
12) 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 901 lb up at 2-0-12, 1024 lb down and 477 lb up
at 4-0-12, 2136 lb down and 901 lb up at 4-0-12,
1024 lb down and 477 lb up at 6-0-12, 2136 lb down
and 901 lb up at 6-0-12, 1024 lb down and 477 lb up
at 8-0-12. 2136 lb down and 901'lb up at 8-0-12,
1024 lb down and 477 lb up at 10-0-12, 2136 lb down
and 901 lb up at 10-0-12, 1024 lb down and 477 lb up
at 12-0-12, 2136 lb down and 901 lb up at 12-0-12,
1024 lb down and 477 lb up at 14-0-12, 2136 lb down
and 901 lb up at 14-0-12, 1024 lb down and 477 lb up
at 16-0-12, 2136 lb down and 901 lb up at 16-0-12,
1024 lb down and 477 lb up at 18-0-12, 2136 lb down
and 901 lb up at 18-0-12, 1024 lb down and 477 lb up
at 20-0-12, 2136 lb down and 901 lb up at 20-0-12,
1024 lb down and 477 lb up at 22-0-12, 2136 lb�down
and 901 lb up at 22-0-12, and 1027 lb down and 474
lb up at 23-11-4, and 2140 lb down and 898 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 lncrease=1.00
Uniform Loads (plf)
Vert: 1-7=-90, 8-14=-20
Concentrated Loads (lb)
t,ominuea on page 2
loci MSESISlIffnGlift RIMS I tit TOO, rely
tit ED So be nrid. As I Tins By Urtfq1tstias a Sir TDDd1..itrRTL "dagat Anthony T. Tontho III? P.E'.
indmiritkulms fir urklitsu is Ih ash uIRP. Tit primad it, TOP miMfighs, I a@ Tn$L1.d,&I ad Won Sul a
a 80083
4451 St. Lucie Blvd.
A! ("apyrigIrf 0 2016 AA Roof Trusses -Anthony 1. Tanabe III, P.E. Reproduction of [his dDoumem. in any form, is Fichibiled withoulthe written Permission ham A-1 Roof Trusses - Anthony L Tomho Fort Pierce, FL 34946
Job
Tru s
Truss ype
Q'Y
Ply
. i
A0051168
64215R
A02G
FLAT GIRDER�
2
5
�-�.b Reference (optional)
All Roof Trusses, Fort Pierce, FL 34946, design@al truss.com s �,ep 1-3 20 its iviiieK lllUU5Lllt:b, Is 1U. ri I 11Uv 10 IQ.Qu.� — I U vauu 4
ID:U7KXdEeOgktsD'uJ4PuIQYLaubaOzc2sj-jIG15T5gsYTkmOwngOIRQNWLdG7OXdL_IQ_KdnyHxwN
LOAD CASE(S)
jStandard
Concentrated Loads (1b)
Vert: 12=-3160(F=-2136, B=_1024) 11 =-3160(F=-2136
B=-1024) 15=-3160(F=-2136, B=-1024)
16=-3160(F=-2136, B=-1024) 17=-3160(F=-2136,
B=-1024) 18=-3160(F=-2136, B=-1024)
19=-3160(F=-2136, B=-1024) 20=-3160(F=-2136,
B=4024) 21 =-3160(F=-2136, B=-1 024)
22=-3160(F=-2136, B=-1024) 23=-3160(F=-2136,
B=-1 024) 24=-3167(F=-2i 40, B=-1 027)
df, PUuTni. Anthony T. Tombo III, P.E.
&rqjaWA1hT0DW.?UI nt
lkhltm Disi;wtsi(onrom. Ail miss sit P1 loth TDD W ra jraol�svd jillibus an. lFghl I'lillskEd Iri Mel SKA ard�sdfv jumel pdnm IN eaddriss dt�A T'nsolvipu'luess Disill. fop—] TwIeudomru, "'s 4451 St.'Ltide Blvd.
111.711ofiatiliestrend&dbT11-1. Fort Pierce, FL 34946
derwirt Is "dal IT go junts moolni.
Copyright 0 2016 A-1 Root Trusses - Atillmay L Iamb III, PP. Reproduction of this doruineml, in any form, is ptabibiled wilboot The written permission from A-1 Roof Tresses -Anthony T. Imam, III, P.f.
Job
Truss
Truss Type
Qty
Ply
64215R
B01
GABLE
2
1
A0051169
Job Reference (optional) I
Al Koot I russes, t-ort Herce, FL 34946, design@altruss.com 8.020F s Sep 13 2016 MiTek Industries, Inc. Fri Nov 18 13:39:35 2016 Page 1
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-BDq7Jp6ldscbNAVziGgzaTb9gaAGEE8y2ku9DyHxwM
19-10-0 39-8-0
19-10-0 19-10-0
0.i5112
5x6 =
5X6
6x6 =
5x6 =
2
V_ 3
c?
66 65 64 63 62 61 60 59 58 67 56 55 -9453 52 51 50 49 48 47 46 45 4443 42 41 40 39 38 37 36 35 34
5x6 = 5x6 = 5x6 = 5x6 =
39-8-0
39-8-0
LOADING (psg
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defi
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC 0.02
Vert(LL)
n/a -
n1a
999
MT20 244/190
TCOL 15.0
Lumber DOL
1.00
BC 0.02
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
NO
WB 0.06
Horz(TL)
-0.00 36
n/a
n/a
BCDL 10.0
Code FBC2014frPI2007
Matrix-SH
Weight: 399 lb FT = 0%
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
purlins, 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 Uplift
All uplift 100 lb or less at joint(s)
66, 34 except 50=-1 66(Ls_4),
51 =-1 74(LC 4), 52=-1 73(LC 4), 53=-1 72(LC
4), 54=-1 72(LC 4), 56=-1 72(LC 4),
57=-172(LC 4), 58=-172(LC 4), 59=-172(LC
4), 60=-1 72(LC 4), 61 =-1 72(LC 4).
62=-173(LC 4), 63=-175(LC 4), 64=-215(LC
4), 65=-1 14(LC 4), 49=-1 74(LC 4).
48=-173(LC 4), 47=-172(LC 4),46=-172(LC
4). 44=-1 72(LC 4), 43=-1 72(LC 4),
42=-172(LC 4), 41=-172(LC 4), 40=-172(LC
4), 39=-1 72(LC 4). 38=-1 73(LC 4),
37=- 1 74(LC 4), 36=-215(LC 4), 35=-1 14(LC
4)
Max Grav
All reactions 250 lb or less at joint(s)
66, 34, 65, 35 except 50=267(LC 9),
51=276(LC 9), 52=274(LC 9), 53=273(LC
9), 54=273(LC 9), 56=273(LC 9),
57=273(LC 9), 58=273(LC 9), 59=273(LC
9), 60=273(LC 9), 61 =273(LC 9),
62=274(LC 9), 63=276(LC 9), 64=320(LC
9). 49=276(LC 9), 48=274(LC 9),
47=273(LC 9),46=273(LC 9), 44=273(LC
91. 43=273(LC 9), 42=273(LC 9),
41=273(LC 9), 40=273(LC 9), 39=273(LC
9), 38=274(LC 9), 37=276(LC 9).
36=320(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=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);
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 to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSIITPI 1.
4) Provide adequate drainage to prevent water
ponding.
5) All plates are 3x6 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 1-4-0 oc.
10) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other
live loads.
11) * 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.
12) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 66, 34 except at=lb) 50=166, 51=174, 52=173,
53=172,54=172,56=172,57=172,58=172,59=172,
60=172,61=172,62=173,63=175,64=215,65=114,
49=174,48=173,47=172,46=172,44=172,43=172,
42=172,41=172,40=172,39=172,38=173,37=174,
36=215,35=114.
13) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00
, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-17=-90, 17-33=-90, 34-66=-105(F=-85)
a' ra U!,
WhIdwitso jut's W. I.&M, flo4fildit Is, [MI 111no Intral." th slit! - -1 Mi Drsm, se Miami iii plissKa qwpupwa"t" Oss d1up it Ise will Triss h1meaNID0 Wy, Din 161. Th ils'lli ussml�sss, ll� aseft"" 'Owq Anthony T. Torritto IIIji;P.E.
180083
pinal plat 4451 ;t. Lucie 81vd.
Fort Pierce, FL 34946
ZE flight 0 2016 A -I Real I'losses - Anthony L Tomba 111, P.E. Replodadion of ibis dommal, iff any (aim, is pichibited without the mi," inea ptimisiian from A-1 loaf Tiusses - Wholly 1. lambil Ill, P.E.
Job
Tru s
Truss Type
Qty
Ply
A0051170
64215R
B02
Common
30
1
�
Job Reference (optional)
Al Koor i russes, t-on Fierce, rL AU4b, ciesign(agaitruss.com
mu/u s zep 1.3 zu i a iviiieK inuu:suie5, iFi(;. rn "I"v 1 a I "t"o /u to
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-fPOVW97wN9kR?J4AHRnvVo?ej4h7?UcHAiTF
0.25112
Dead Load Defl. 5/16 in
6x6
1 1
2 3.
4
:2—
5
6
7
8 9
W4
Z;;
7
-
4
TA
rV
S2
%
V 3 r—
\V7
\V5
Z4
%V3
18
17
16 ' 1
14
13 12
11 10
3x8 11
5X8
3x8 11
�6 �3 11
3-59
627
33-4-1
398-0
7
%10;0
6 7
7-1-9
-1
Plate Offsets (X,Y)-- [10:0-4-12,0-1-81, [11:0-2-12,0-2-121,
[17:0-2-12,0-2-121, fl 8:0-4-12,0-1-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
floc) I/defl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.54
Vert(LL)
0.28
14 >999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 1.00
Vert(TL)
. -0.57
14 >822
240
BCLL 0.0
Rep Stress Incr YES
WB 0.88
Horz(TL)
0.11
10 n/a
n/a
BCDL 10.0
Code FBC2014frPI2007
Matdx-MSH
Weight: 303 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
WI: 2x6 SP No.2, W2:2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-1-0 oc
purlins, except end verficals.
BOT CHORD
4-6-0 oc bracing: 10-18
WEBS
I Row at midpt
1-17, 2-16, 8-12, 9-11
MiTek re ommends that Stabilizers and require�
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
18
2156/Mechanical
10
2156/Mechanical
Max Uplift
18
-1427(LC 4)
10
-1427(LC 4)
Max Grav
18
2267(LC 9)
10
2267(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
whenshown.
TOPCHORD
1-18=-2202/1442, 1-2=-2630/1657,
2-3=-4269/2701, 3-4=-4264/2702,
4-5=-4592/2907, 5-6=-4592/2907,
6-7=-4264/2702, 7-8=-4269/2701,
8-9=-263011657, 9-1 0=-2202/1442
BOTCHORD
16-17=-1 651/2624, 15-16=-2682/4259,
14-15=-2682/4259, 13-14=-2682/4259,-
12;13=-2682/4259,11-12=-1651/2624
WEBS
1-17=-2012/3199, 2-17=-1762/1273,
12-16�1227/1946,4-16=-923/735,
14-14=-239/644. 5-14=-353/347,
6-14�. 239/644, 6-12=-9231735,
8-12=-1 227/1946, 8-11 =-1 762/1273,
4
1 -1 7=-2012/3199, 2-17=-1 762/1273,
2-16=-1227/1946, 4-16=-923/735,
4-14=-239/644, 5-14=-353/347,
6-14=-239/644, 6-12=-923/735,
8-12=-1 227/1946, 8-11 =-1 762/1273,
9-11 =-2012/3199
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
a =132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=27ft;
Cat. 11; Exp, C; Encl., GCpi=0.18; C-C Exterior(2);
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are 5x6 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 18=1427, 10=1427.
LOAD CAS ' E(S)
Standard
thtfistpoliSt s4iTmsdtpM.%VAWr miff V. Tuh%.pr.4Eo Anthony T. Tombo III, P.E.
qfwd thi his lit any dtiq N., fi, im's klorialqnt Vib WL4 Clopm N is. twooffli Xth IK d% WuNts; udi .11111. 180083
4451 St Lucie Blvd.
141 j psi OKp (Wat, is all W Wq Us.pa,ce T,.ss Slilm bo.,tr.1 say Wait Fort Pierce, FL 34946
(opyiighi 01 2016 A-1 Roof liesses -Anthony L rombo [11, U'Replodatfloss of this jocuattart, in any him, is plakAfted widboul the viliTiest quatission hom A4 haf houns - Anihatityll. Iossho 01, P.L
Job
Truss
Truss Type
Qty
Ply
64215R
C01
GABLE
4
1
A0051171
Job Reference (optional)
— —U. I [Ubblab. FUIL riuis�, rL �U�0, Ut:bIYIqU_Jd I Lrutiti.cuirs
"'u.'u 5 0ep ij zuio mi i eK inuusines, inc. r-n Nov its zuit) Fage i
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-7cAV8Z8TsidTfMr8l82?YsjUFjk6zRPMD_E6yHxwK
5x6 = 0. 2 5 FI-2 3x4 I I
3x4 11 4x6 10 11 12 13 14 15 16 17
9 �q A 111 7 A a
9
V
C
7 til
34
3x4 11 33 32 31 30 29 28 27 26 2524 23 22 21 20 19 18
6x6 = 5x6 = 3x4 11
LOADING (ps�
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
Ildefl
Ud
TCLL 30.0
Plate Grip DOL .
1.00
TC 0.34
Vert(LL)
n/a
n/a
999
TCDL
Lumber DOL
1.00
BC 0.08
Vert(TL)
n/a
n/a
999
BCLL N,
Rep Stress Incr
NO
WB 0.17
Horz(TL)
-0.00 18
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix-SH
LUMBER-
TOPCHORD 2x6 SID No.2
BOTCHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W3:2x6 SP No.2
OTHERS 2x4 SP No.3 *Except*
STI: 2x6 SP No.2
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 with Stabilizer Installation guide.
REACTIONS. All bearings 19-5-0.
(lb) - Max Horz
33= 355(LC 5)
Max Uplift
All uplift 100 lb or less at joint(s)
except 18=-1 33(LC 5), 33=-499(LC 4),
32=-640(LC 5), 31=-187(LC 4), 30=-177(LC
5), 29=-174(LC 4), 28=-172(LC 5),
27=-172(LC 4), 26=-172(LC 5), 25=-172(LC
5), 23=-172(LC 4), 22=-172(LC 5),
21 =rl73(LC 4), 20=-1 79(LC 5),19=-217(LC
4)
Max Grav
All reactions 250 lb or less at joint(s)
18 except 33=542(LC 9), 32=618(LC 7),
31=317(LC 10), 30=310(LC 10),
29=307(LC 10), 28=307(LC 10),
27=307(LC 10), 26=307(LC 10),
25=307(LC 10), 23=307(LC 10),
22=306(LC 10), 21=310(LC 10).
20=301(LC 10), 19=347(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-33�382/329, 2-32=-449/571
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 exposed ; end vertical left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSI/TPI 1.
3) Provide adequate drainage to prevent water
ponding. 1
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Plates checked for'.a plus or minus 0 degree
rotation about its center.
6) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
7) Gable studs spaced at 1-4-0 oc.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9) * This truss has been, designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 133 lb uplift at
joint 18, 499 lb uplift at joint 33, 640 lb uplift at joint 32,
187 lb uplift at joint 31, 177 lb uplift at joint 30, 174 lb
uplift at joint 29, 172 lb uplift at joint 28, 172 lb uplift at
joint 27, 172 lb uplift at joint 26, 172 lb uplift at joint 25,
172 lb uplift at joint 23, 172 lb uplift at joint 22, 173 lb
uplift at joint 21, 179 lb uplift at joint 20 and 217 lb
uplift at joint 19.
11) Non Standard bearing condition. Review required.
12) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00
, Plate Increase=1.00
Uniform Loads (plo
Vert: 1-17=-90,118-34�1105(F�85)
PLATES GRIP
MT20 244/190
Weight: 196 lb FT = 0%
1!
ttiuiil Its" his Tint hs(p D-40DO)sniffst ).!hit T. hol. I1L?L Ideran, Shiflik" III: .'his onims, "I'lo IN Tcluly
Is. Intis C bompit, 51,60y brm), *,,,it a? M t,pim a WtImuift plism" 4110 4.0p.141 Wei Ims ItIm.nero 0, "iff 110. rh hilto ist.rums, Anthony T. Tombo lll,.v E.
180083
a, Iftl DIPF'r of (so". In nou'rim a M M am Ise pariss Oil rMsis, Is Iis tv!eq (W)ma Mir hfunmittIQ FMOd ky' in mi SKA at tifuml fis Md 001. 141 low% 01 itsisaidHEISS cai ifts it ni 1W Z19pes. loss DiSIP f1per of TMI
[h hm D,.p fiq_ is 101 b, Nliq Dwit"'a Tins syWo, f.0-1 W W6% 1144bitmatniemi.TKI. "ifto-or, altis 4451 St. Lude Blvd.
Fort Pierce, FL 34946
(opfigbi 0 2016A-1 Roof firosses -Anthony 1. founbo 10. P1 Repiodutfion of this domment in any [aim, is pichibitedivilhool The wiflen pesimissicia h4as A-1 Roof hosses - Whosy L Taisho U1, P1
a
Job
Truss
Truss Type
Qty
Ply
A0051172
64215R
CO2
JACK -CLOSED
60
1
Job Reference (optional)
Al Root Frusses, f,ort Flierce, 1'L J4U4b, aesignipmitruss.com
1 7-1-14
"'uzu '5 0Z 10 4U 10 1"ll 1 "K IFIUUbL' Itib, 111U. 1-11 IIUV 10 1O.ClU.00 4U 10 rd�fw .
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-boWGxr6Bvn — 9EdEYOrqNaD5tiuMbTOGaeOyYmYyHxwJ
13-1-11 20-2-0
5-11-13 7-0-5
3x6 3x6 = 0.25FI-2
3x4 11 5x6 3x6 = 5
3x4 =
6 Dead Load Dell. = 1/8 in
v
V11
V6
E
E
10 9 8
12 3x6 7
3x4 11 3x6 11 3x6 = 3X6 5x6 =
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/clefl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC 0.96
Vert(LL)
-0.07
7-8
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.00
BC 1.00
Vert(TL)
-0.18
7-8
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.87
Horz(TL)
0.03
7
n/a
n/a
bcbL 10.0
Code FBC2014rrPI2007
Matrix-MSH
Weight: 126 lb FT = 0%
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-
TOPCHORD
Structural wood sheathing directly applied, except end
verticals.
,BOTCHORD
6-5-0 oc bracing: 7-11
10-0-0 oc bracing: 11 -12
WEBS
I Row at midpt 5-7
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
7
1044/Mechanical
11
114210-8-0 (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) or less
when shown.
TOPCHORD
2-3=-1203/804, 3-4=-1217087,
4-5=-120gf788,6-7=-291/250
BOTCHORD
9-1 0=-834/1205, 8-9=-834/1205,
7-8=-806/1217.
WEBS *
2�10=-85311356, 3-10=-6321532,
54=01256, 5-7=-1406/933,
2-11=-1296/1020
1) Wind: ASCE 7-10; Vult=170mph (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 exposed ; end vertical left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 734 lb uplift at
joint 7 and 863 lb uplift at joint 11.
LOAD CASE(S)
Standard
In
lathrilgraparafts wiled milt Hall T,.l DSivl DWtqN!i)ad6I IiIi" 1. flat. 11L? L hfirem ShilleW .. Jdsu IN"" sides
III Im clim *Iff(in, SI'6.MbMkk it, ,it . .1 TOO "Plant di hsipl ot stailt Toss dquadaUTC0 di, War UK th Itsip imrSee. Wq me, Anthony T. Tornbo III, P.E.
III W If far Trils fit alf Iseblif istes turissiti-la d1I4 oss., fil 0 180083
a, Wolf Disip sat flinew. a was sit t4 0 111 Hawaii Fasius'sil IALIMS 0 all L;,kn U.J.'et flies Miusaa(VM. ptilslid 11 M III SICA a. ressr-1 to pmd plitim %I Miss III itspilidifets of bw d 5% ims Upson, frill " Upiter d Ims hisaftlizavalls, 4451 St. Lucie Blvd.
IN Fort Pierce, FL 34946
(oppigbIC 2016 A-1 goof hasses -Ariffoey 1. fisailso (11, P�L I lepisidudon of [bit document, in any (aim, is plibibited willwal the willess pisiatissiat from A-1 hallresses- AillhayMairsba 111, P1
Job
Truss
Truss Type
Qty
Ply
1
64215R
MVA
Valley
4
A0051 173
I
"
Job Reference (cptional) -I
Ai Roof Trusses, For: Pierce, FL 34946, desigrigal truss.corn 8.020 s Sep 13 2016 MlTek Industries, Inc. Ffl Nov 18 13:39:39 2016 Page I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-�_4e8B9pg460snplyZLc7Qd2JHpqc,-wjtgi5l?yHxwI
1 4 1 20-5-0
-9-2
111
k54
_0 15
§-51 7-11-12
3.75 fT2- 4x6
6 7 Dead Load Dell. 3416 in
3x8 MT20HS--
2x4 11
45
4x6
2x4 11 3
T'j C"
3x4 11 IN
1 8
6
3x6 6.00F12 �R
3x6
10
I"
2x4 11
T1'
3x4
12 11 2x4 11
1 ��_514 20-5-0
1_§_ 5: 0 5 7-11-12
Plate Offsets (X,Y)—
[5:0-3-6,0-1-81, [6:0-4-15,0-2-41
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defi L/d
PLATES GRIP
TCLL 30.0
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 1871143
BCLL 0.0
Rep Stress Incr YES
WB 0.20
Horz(TL) -0.01 7 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix-S
Weight: 85 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SIP 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 requireT—
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.
(1b) - Max Horz
12= 629(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
7 except 12=-128(LC 6), 6=-339(LC 4),
1 0=-355(LC 4), 8=-790(LC 4),
11 =-453(LC 4)
Max Grav
All reactions 250 lb or less at joint(s)
7 except 12=381 (LC 4), 6=415(LC 9),
1 0=698(LC 9), 8=875(LC 9). 11 =564(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
BOTCHORD
11-12=-700/247, 10-11=-703/260,
9-10=-703/240. 8-9=-685/260,
6-8=-262/105
WEBS
3-10=-4921408, 3-8=-142/397,
4-8=-7121686, 2-11 =-493/481
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);
Lumber DOL=11.60 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 I 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 at=lb) 12=1 28, 6=339, 1 0=355, 8=790
, 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) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S)
Standard
feriffil"Pprestlit's at "a low "not. 1 3 Diller Wm? T. 11.1# IUL firms Shil 10sr-t.46%
Is I flits NLI.Ef—ji.. old. stry MJ "Puttrue'. -1mu'lil, Nr da Adis of is 0.11, No fipEW-1sjC0 ody, lo,oW 161. jr,- Ill,ij soon Anthony T. Tombo 111�1).E.
* 80093
R1.1 14w no itsemiliotfi ml tom dim I— uupff. flits 01541 Itioutf pi Ims Morris
fill ft"! gills 4451,St. Lucie Wild.
(opytigbi V 2016A-1 Roof [fusses - Ardborry T. Torshor 111, P1 leprodurtion chbis doweseld. in any form, is piobillaed withoul the wiflen permission from A-1 Roof Trusses - Adboity 1. lombo 01, P.L Fort Pierce, FL 34946
Job
s
Truss Type
Qty
Ply
l'
A0051174
64215R
MVB
Valley
2
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com
3x6
4x6 :5� 4
3X4 11
3
20 ll
T I'
1 2
9 W.1 vy2
9
7 1 i
Cr
B.1
2x4 I I
11 10
3X4 11 5x6
7-1-3
8.02Usbeplz3zulfjmiieKinausines,inc. t-riNovi8i3:39:392uit Fagei
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-:k_4e8B9pg460snplyZLc7Qd24HpuC—Yitgi5l?yHXYVI
27 T-82
3.75 FI-2 4x6 6 7 '0
Dead Load Deft. 3/16 in
2x4 I I
5
C�
.8
5X8 6.00Fi-2
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defi
L/d
TCLL 30. 0
PIE
ate Grip DOL
1.00
TC 0.98
Vert(LL)
-0.11
6-8
>674
360
TCDL 15
Lumber DOL
1.00
BC 0.55
Vert(TL)
-0.29
6-8
>270
240
B :LL 0�1
C 0
Rep Stress Incr
YES
WB 0.20
Horz(TL)
-0.01
7
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrlx-S
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 = 629(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
7 except 6=-338(LC 4), 1 1=-210(LC 9),
1 0=-259(LC 4), 9=-390(LC 4), 8=-772(LC
4)
Max Grav
All reactions 250 lb or less at joint(s)
11, 7 except 6=414(LC 9), 1 0=647(LC 9),
9=628(LC 9), 8=858(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
when shown.
BOTCHORD
10-11 =-614/211, 9-1 0=-671/233,
8-9=-666/235, 6-8=-256/1 01
WEBS
2-10=-598/589, 3-9=-525/441,
5-8=-705/679, 3-8=-1 24/370
NOTES- i
1) Wind: ASCE 7-10; Vult--170mph (3-second gust
Va.§d=132mph; TCDL=5.Opsf BCDL=5.Opsf-, h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
Lumber DOL=1.60 plate grip DQL=1.60 i
12) Plates checked for a plus or minus 0 degree rotation
'about its center. 1
3) T%s truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live' loads.
i
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) 6, 7 considers parallel to grain
value using ANSIfrPl 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 at=lb) 6=338, 11 =210, 10=259, 9=390
, 8=772.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 7.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 84 lb FT = 0%
to A.5vt I. Too 6,11
Anthony T. Tombo III, P.E.
Dicta his 1.11111 my balhi dill 0." hilinglil Ott TOO sal-7 fidd-dro rm% bilwnW4 OuRk aWt.od It* wid 1. P. 80083
4451 St Lucie Blvd.
Faft Plerce, FL 34946
(5pyriom 0 2016 A-1 Roof hasses - Anthony L lombo III, M' lepiodactiou of this document, in any (aim, is pjakibaed Wilhoul The voiflen pennission from A-1 Roof hosses - AnIboty L Tomba III, U
Job
Truss
Truss Type
Qty
Ply
-1 K
64215R
MVC
Valley
2
1
A0051175
Job Reference (optional)
Ai Roof Trusses, t--on: merce, t-L 34b4b, aesign(a_)al truss.com 8.020 s Sep 13 2016 MiTek Industries, Inc. Fri Nov 18 13:39:40 2016 Page 1
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-YBeOMXARROEtUxOxWGsrgeADOh95xR5t5KRerRyHxwH
12 �5 1 20-5-0
�: _ 5
3 214 3U-73 1 ;4 7-11-11
3x
3x4 11
11 10
5x6
3-5-4 7-1-7 12-5-5
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 = 629(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
11, 10, 7 except 6=-337(LC 4), 9=-284(LC
4), 8=-800(LC 4)
Max Grav
All reactions 250 lb or less at joint(s)
11, 7 except 6=413(LC 9). 10=403(LC 1),
9=490(LC 9). 8=891 (LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
BOTCHORD
10-11 =-623/226, 9-1 0=-684/250,
8-9=-684/257, 6-8=-262/107
WEBS
2-10=-379/372, 3-9=-404/326,
5-8=-7291703, 3-8=-1 38/381
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (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);
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.
3.75 F1-2 4x6 �� 6
CS1.
DEFL.
in
(loc)
I/defi
L/d
TC 0.97
Vert(LL)
-0.12
6-8
>671
360
BC 0.55
Vert(TL)
-0.29
6-8
>268
240
WS 0.21
Horz(TL)
-0.01
7
n/a
n/a
Matrix-S
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) 6, 7 considers parallel to grain
value using ANSI/TPl I angle to grain formul&
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) 11, 10, 7 except at=lb) 6=337, 9=284, 8=800.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 7.
LOAD CASE(S)
Standard
r§ Dead Load Defl. 9416 in
C)
9
C�
no
PLATES GRIP
MT20 244/190
Weight: 81 lb FT = 0%
. Is
W..q Pu ni 11,3. IWO IOU IMS[Srsam011111 MZ 4 (0109111S (1190111"IM)AM1111DWIT' SIM
Anthony T. Tombo IlIpP.E.
akk6l lbs Ins, III of" isatfujoi doi NO. a. O..'s "Mad qod vantbaej ote;%q- m fi, utogolist QC. A, [jr.W4 I..[ hifil.) It& at Thl.
Inans'a 14 not tripawt oluwaq (W)R'd Sft k,',M WSKA winfut.affn Iml 1.1nut. 110 Ifti ai Itowunts wd tons lint rMs lingta. lr�n clop 4ne m!Is 80083
NT I D,.p 4— is 101 fit I.Wq DeVor.. Tass SM. .! Wt.t, 4451 St. Lucie Blvd.
Replo'duction alibis domment, in any fain, is pochibaed without the wiflea ptimission (tam A-1 Root hosses - Anibuy T. Iombo [it, P.E. Fort Plerce, FL 34946
Job
Truss
Truss Type
Qty
Ply
A0051176
64215R
MVD
Valley
2 i
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com
8.02(Jsbepl3201timilekindusthes,inc. FnNovi8i3:3u:4Ieuio vagei
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-ONCOZtB3CiMk55z74—N4CdOc5VIguHOK—BCNtyHxwG
20-5-0
7-11-12
so
3.75 F1_2 4x6
2x4 I I
3x6 5
4x6 4 214 11
3X6 5
4
c"I
2x4 3
cb
TW
I
2 06
34
2x4 11 3x6
W
4V 6.00FI2
2x4 11 2x4 11
5x6 ��
isp,
Dead Load Defl. = 3116 in
Plate Offsets (X,Y)—
[6:0-4-15,0-2-41
1
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defi
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TIC 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 FBC2014/TPI2007
Matrix-S
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 guide.
REACTIONS. All bearings 20-5-0 except 6t=Iength)
7=0-3-8.
(lb) - Max Horz
11 = 629(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
7 except 6=-336(LC 4), 11 =-1 85(LC 4),
10=-123(LC 4), 8=-812(LC 4), 9=-100(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 (LC 1), 8=896(LC 9)
FORCES. Qb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
when shown.
BOTCHORD
10-1 1=-629/219, 9-10=-681/222,
8-9=-682/242, 6-8=-266/108
WEBS
2-10=-490/473, 5-8=-744/717,
3-8=-125/375.
NOTES- 1
$) Wind: ASCE 7-10; Vult=1 70mph (3-second gust)
Va;d=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=27'ft;
Cat. 11; Exp C; Encl., GCpi=0.18: C-C Exterior(2);
T umber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
abodtjts 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 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 ANSI/TPl 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 at=lb) 6=336, 1 1=185, 10=123, 8=812
, 9=100.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 7.
LOAD CASE(S)
Standard
A Its
Anthony T. Tombo III, P.E.
In W1,11 01up" ad (smum. In so W �-'Iamaasel Fmuss �d pa�m slat k"N W WI at (duaffit" [—,I Jamut MI talaosm ROMML-el &A tots 111h I= Utw. tross Clusp EII=ffesIT.IHftautu'o�"% 4451 11.'L'u'cle Blvd.
Fort Pierce, FL 34946
(appigirt 0 2016 A-1 Roof Trusses - Anthony L Tomb [1I, P.L I
1 1 ItFlOsIsIfficu d Air datumeal, in any [sim, is prohibited withal The wiffen petatimion ham 1-1 Real Trusses - Annhany L Tomho III, F.f.
Job
Truss
Truss Type
Qty
Ply
. I
64215R
MVE
Valley
2
1
A0051177
Job Reference (optional)
4-11-8
10 95x6 =Z:
U--Va—y 1�4UJUIVIIIUK
ID:U7KXdEeOqkDJPIQYLaubaOzc2si-ONCC
Q7riiq
tric. ris viciv i a i /ui t)
Dead Load Defl. - %/'8 in
CD
N
cb
.16
Plate Offsets (X,Y)—
4-11 _0
[6:0-4-15,0-2-41
Z-1u-1u
5-u-2
7-11-10
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
floc).
I/defl L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC 0.97
Vert(LL)
-0.09
6-8
>863 360
MT20 244/190
TCDL 15.0
Lumber DOL
1.00
BC 0.45
Vert(TL)
-0.22
6-8
>345 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.21
Horz(TL)
-0.00
7
n/a n/a
BCDL 10.0
Code FBC2014[TP[2007
Matrix-S
Weight: 67 lb ' FT=O%
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.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 20-9-14 except at --length)
7=0-3-8.
(lb) - Max Horz
11= 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(LC 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=-732/705,
2-1 0=-389/367
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-secorid gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5 Opsf, h=27ft;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
Lumber DOL=11.60 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) 7 considers parallel to grain value
using ANSUTP] 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 flt=lb) 6=325, 9=194, 8=644,
10=353.
7) Beveled plate or shim required to provide full
bearing surface with 'truss chord at joint(s) 7.
LOAD CASE(S)
Standard
k
Is I isms llivp Ekp..k lh,mi . sky ruo,tsaiekki a Kmatu ON irtl"suat! paung,olmIkut, N, fik ftp ;16k Wilt Toss hInkfulatittIN mly, talks 191. Th fisup rumpoks,
11�1`ml Anthony T. Tombo, 11[1� P.E.
admVditit Im, Is, asy Waist nts"'ImiKut disk 0.., fit Dow's Pilaind netl ubb" hs,7w, a fit Ltolks of U X *1 lKadv-11 0111m; 146akful 1. Thonjoil dfla I'D ug " htlj Rol 111, slant. unwilustalikumn; 1. 1. at ka"isuldottf 80083
Mass ski M am flotallbranksks W jokiltums Oaks 9-tilq(majaid Schal 4 IN Id SICI ward"""i 1, inuad ptot Its Ifti M Ift tint bass as!;ff. task 01up fislaud .1 Tnut "afrolff, aliss
4451 St. Lucie Blvd.
(opyrighl V 2016A-1 Rout hasse% - Ankf1wayl. tomboft P1 Repaoduaissa of ibis datuantak. in any loists, is piabibited without The weitaut ptimisiian from A-1 Roalliusses - Anthony T. jambso 11-1, P.L Fort Plerce, FL 34946
Zt I--
Job
Truss
Truss Type
Qty
ply
A0051178
i
MVF
Valley
2
�
1
�
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.Gom
8.020 s Sep 1-3 2016 MiTek Industries, Inc. Fri Nov 18 13:39:42 2016 Page I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-UZImnDBhz?UbjEYJdhuJl3FZIVsyPM4AZewlvJyHxwF
6-7-11
9-7-15.
17-7-7
6-7-11
3-04
7-11-8
3.75 F1 2 4x6 5
cs
ead Load Defl. 1/8 In
3x6 75�
st
2x4 11
3
2 4 11
C�
2
7 ----------
IN
2x4 6.00[12
4x6
8 5x6
6-7-11
14 1
17-7-7
7-11-8
Plate Offsets (X,Y)-
[5:0-4-15,0-2-41
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. in (loc)
I/defl Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC 1.00
Vert(I-L) -0.09 5-7
>843 360
MT20
244/190
TCDL 15.0
Lumber DOL
1.00
BC 0.46
Vert(TL) -0.23 5-7
>336 240
BCLL 0.0
Rep Stress Indir
YES
WB 0.18
Horz(TL) -0.00 6
n/a n/a
BCDL 10.0
Code FBC2014[rPI2007
Matrix-S
Weight: 55 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
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 I
REACTIONS. All bearings 17-7-7 except at=length)
6=0-3-8.
(lb) - Max Horz
1 = 529(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
6 except 5=-338(LC 4), 1 =-1 03(LC 4),
8=-323(LC 4), 7=-542(LC 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
when shown.
TOP CHORD
1-2=-311/131
WEBS
2-8=-423/404, 3-7=-607/599
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=27ft;
Cat. 11; Exp Q' Encl., GCpi=0.18; C-C Exterior(2);
Lumber DOL=1.60 plate grip DCL=1.60
2) Plates checked for a plus or minus 0 degree rotati
about its center.
3) This truss has been designed for a 10.0 psf bottot
chord live load nonconcurrent with any other live loal
'4) * This truss has been designed for a live load of
-20.Opsf on the bottom chord in all areas where a
rec%igle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
Bearing at joint(s) 6 considers parallel to grain value
ing ANSI/TPI 1 angle to grain formula. Building
signer should verify capacity of bearing surface.
Provide mechanical connection (by others) of truss
bearing plate capable of withstanding 100 lb uplift at
nt(s) 6 except at --lb) 5=338, 1=103, 8=323, 7=542.
Beveled plate or shim required to provide full
aring surface with truss chord at joint(s) 6.
LOAD CASE(S)
Standard
Ifut Imp forams offal aln" 1% Im Nslss D-1111Z).f6i lahm I.Tiall R 11 fdonot Shilltbst,� hitsit5"ctsubdolisM '""
Anthony T. Tornito 111, P.E.
"I.St 61 11of loss IffaswiN i-Illpm!wn ilk 0,lw, 1111 GPM's .3"afhjul "WW.9 cepff, a GO Woo at tt(.ra 19 codMial InIftj u6odTfll 5, onami dat TOO Ivq lall .201 ra 1.1%. ib6l loft rary. Waillim It at Itnasic", 1. 180083
1140H sc boa Dim saintruaw ta poltals 016jumai (M T&I tems fts ailadlNi I tm. ON Irm Comp 15.1aw all Ims madcou'. . -
[It hiss Culp upe it IN Its W4 Duirts's T"I stv" ffixarluy W6.1, 4451 St, Lucie Blvd.
(opytiglit 0 2016A-1 Roof hasses -WhistryHoinho 111, P.E. Repto4ftion of this docull"fli, in any Iscim, is pick' bittil without The wiffen pajaniission from A-1 Roof flouts - Anthony T. Tomb 01, P1 Fort Pierce, FL 34946
Job
T ss
Truss Type
Q
Ply
64215R
MVG
Valley
1
A0051179
Job Reference (optional)
Ai kcor i russes, �-ori merce, 1-1- J41040, ciesigrucygaitruss.com 8.020 s .5ep 13 2016 MITek Industries, Inc. Fri Nov 18 13:39:42 2016 Page I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-UZImnDBhz?UbjEYJdhuJl3FZJVtGPLDAZewlvJyHxwF
5-5-5 14-5-1
5-5-5 7-11-11
LOADING (psf)
SPACING- 2�O
CSI.
TCLL . 30.0
Plate Grip DOL .�00
TC 0.98
TCDL 15.0
Lumber DOL 1.00
BC 0.44
BCLL 0.0
Rep Stress Incr YES
WEI 0.23
BCDL 10.0
Code FBC2014[TP12007
Matdx-S
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.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 14-5-1 except Gt=length)
5=0-3-8.
(lb) - Max Horz
1 = 455(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
5 except 4=-351 (LC 4). 6=-7 I / kL%,
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. - Ail forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-284/125, 2-3=-265/143
WEBS
3-6=-7531783
NOTES-
1) Wind: ASCE 7-10; Vult--170mph (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);
Lumber DOL=1.60 plate grip DOL=11.60
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.
Dead Load Defl. 11/8 in
7
T
DEFL. in floc) I/clef! Ud PLATES GRIP
Vert(LL) -0.09 4-6 >894 360 MT20 244/190
Vert(TL) -0.22 4-6 >357 240
Horz(TL) -0.00 5 n/a n/a
5) Bearing at joint(s) 4, 5 considers parallel to grain
value using ANSI/TPI 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) 1, 5 except Ot=lb) 4=351, 6=717.
7) B veled plate or shim required to provide full
bearing surface with truss chord at joint(s) 5.
LOAD CASE(S)
Standard
Weight: 45 lb FT = 0%
141 1. "' TIme!
As I has Nva E4.4 ra,was, rki litramos . -1tow of. Ken'tati lif 1W duti. del saill Tins lipiard"SOM all, WIN III.I. I'd hup "t"fats, inlIog aidum, limlshl" Anthony T. Torabo 11I.P.E.
W."61 lbs IM, Is' ar Wim's hf41P.'fK9j cis. G—. In 6.0-S po"all 11"10 3, baq hvi,.' A. iiewaat Kae 11(adlitlial)""n; twat In.[. 41 "pul dik IN to my ftli'stifit rins, i.kdq best". ftq,. lug It Al fts"ll'i'loy d
fig Aeon udstUalitfuts"I'm Itual ritint MI dews as fenn1drus ad ton 11rh Ims 0111M. INS1 DIM 141ar allast Raffiftmahis 80083
4451 St. Lucie Blvd.
CapyilqbI02016 A -I Iloof hasses -Atithony L fambe III, U Reptodortion of ibis dowmest, in say [aim, is piabibited wilhoul the willen ptimission from A-1 bel 1111SUS - A011101hyl. Tombs III, P1 Fort Pierce, I'L 34946
't
Job
Tru s
Truss Type
Qty.
Ply
AO
665IR
MVH
Valley
2
1
�
Job Reference (optional)
: -1, .-- - I,-, - 1-1-Aq nil4a M --- I
Ai Rcof Trusses, Fort Pierce, FL 34946, design�w_a I lru�bxurn
U-w S ep
ID: U7KXd Ee0gkDJPIQYLauba0zc2sj-ym3� G"J-k'J'cS-L'0'16'W"`B' P'P"Y"H'G'o'o'3v,E"P,8,o,-J,n-ig,J,R-m, y4xwE,
4-2-14
11-2-10
4-2-14
6-11-12
4
is
3.75 F1 2
3x6 3
Dead Load Defl. 118 in
is
1.5x4 111
c�.
2
c:)
16
c�
6.00f 12
3x6
5x6
72-14
5
4 -2-14
11 -2-10
4-2-14
1
6-11-12
Plate Offsets (X,Y)--
f3:0-6-7,0-1-81
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 30.0
Plate G6p DOL
1.00
TC 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
WB 0.20
Horz(TL)
-0.00 4 n/a n/a
BCDL 10.0
Code FBC2014fTP12007
Matdx-P
Weight: 32 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation cluide.
REACTIONS. All bearings 11-2-10 except at=length)
4=0-3-8.
(lb) - Max Horz
I= 374(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
4 except 3=-341 (LC 4), 5=-590(LC 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 ex
when shown.
WEBS
2-5=-6171675
NOTES- I
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);
Lumber DOL=1.60 plate grip DOL=11.60
2) Plates checked for a plus or minus 0 degree rotiati
about its center. 1
3) This truss has been designed for a 10.0 psf bottoi
chord live load nonconcurrent with any other live loa
4) * This truss has been designed for a live load 6f
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit betweenithe
bottom chord and any other members.
6) Bearing at joint(s) 3, 4 considers parallel to grain
valLfe.using ANSI/TPI I angle to grain formula. lBuil(
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.
LOAD CASE(S)
Standard
III loss U SRI nor W 1. 6, h.p AM snill Triss hIlWaSU100 stly, niff 141. ralutpan Anthony T. Tornbas 111, P.E.
U1.1tSiflas IRS$ In'" Wiiq ittainjW09.1 031 Cleo, 5, Clio's oftsullpt uisebiq oupt, M fi. "W414,01t0h Kaedbliol mWal U&NIIH-1. Tsj#jF -80083
o#9q1fi;jDi%1p.aA1(.SSKffl. law. Us .4.1% M.11st pvm�. ad posh"'01M w4n (Mm" W ldl.seostrg MISM 4 111 W MISS rdeusvifo I.W rim 4451 St. Lucie Blvd.
Fo's L.O,L lbTuisgoifilip" isQI fid.ldq hu".0asiSpIto 4.v.IWk1t.f.
(opytight 0 2016 A-1 Roof hasses - Aaftay 1. Tanabe Ill. P. j E leplodanion ofthis dommtol, in any [elm, is pick' lited wilboul the suitlen permission from A-1 hal husses - AnIftesyL Tombo 9 - 1, 1`1 Fort Pierce, FL 34946
Job
Truss
Trus Type
Qty,
Ply
64215R
MVj
Valley
2
1
40051�l 8,11]
Job Reference (optional) L11;
Ai Roof Trusses, Fort Ilierce, FL 34946, design@al truss.com
3-0-8
3x6 8X8
5
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/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 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 B-0-4 except at=length)
4=0-3-8.
(lb) - Max Horz
I= 283(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
4 except 3=-280(LC 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)
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--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);
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 ANSIrTPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
8.020 s Sep 13 2016 MlTek Industries, Inc. Fri Nov 18 13:39:43 2016 Page 1
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-ymdg — YCJkJcSL06WBPPYHGov3vH98pvJnlgJRmyHxwE
8-0-4 1
CSI.
DEFL.
in
(loc)
I/defi
Ud
TIC 0.28
Vert(LL)
-0.01
3-5
>999
360
BC 0.14
Vert(TL)
-0.02
3-5
>999
240
WB 0.14
Horz(TL)
-0.00
4
n/a
n/a
Matdx-P
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=280, 5=413.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 4.
LOAD CASE(S)
Standard
C�
"r
9
c6
PLATES GRIP
MT20 244/190
Weight: 22 lb FT = 0%
Z
nq Nuftw1hu'R. th'A.1 [Car 9ZS[S1SG1flr�9IAWL 1USIGNIMMIS od N 0A 760, Stly
Anthony T. Tombo, Iffj-P.E.
.d.1.61 IIIS WIN my dra 0won. IS, Dow', proad'JI.I., U3.1bg 0tv;W. a 6, 16210 IN 11C lid IK dvxd ISR.) it& ad 111-L FIS "P.0 3NIn did mr hill .2 dtk rats. Ibt4houn ftq,, kSIM. CA wast; Stand. P. atrusidal If 80083
1QUIS III M a at MWA VMS aitAMNSO ut.-Ion Idminits Sdm ky M W SKA sittromillm Imr.1 p1m..
13.1fthaildt—difthdi.T11-1. 4451 St. Lude Blvd.
Zt ( "apyliota Q 2016 A-1 loaf holsel - Arboary L romho III, P.E leploduclion of this document, IS, any Imm, is Flobibited withool thewitten Felmissia from A-1 loot hands - AnIbuy LTombo M, P1. Fort Plerce, FL 34946
ru s
Truss ype
Qty,
Ply
1Job
A0051182
64'7215R
MVK
Valley
2
1
Job Reference optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com
4X6 ��
2x4
2
8
4 11
is'uZu s 0ep 10 Zu 10 ivil I UK Illuutsul"b, 111U. r[I INUV IQ 10.0u.— — lu '.U. I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-QytXBuDyVckJzYhil6wnqUL—GlaZtGOTOyPs_CyHxwD
1-4-6' 1%�2
-4-14 4-1 _I 2
3.75 F1-2
2x4 [I
3
7 6
3x6 = 2x4 11
5
3x4 11
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.70
Vert(LL) n1a - n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BIC 0.26
Vert(TL) n/a - n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.19
Horz(TL) 0.00 5 n/a n1a
BCDL 10.0
Code FBC2014/TPI2007
Matrix-S
Weight: 60 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, 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)
I 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
when shown.
TOPCHORD
1-2=-457/178, 2-3=-268/128
WEBS
2-8=-609/595, 3-6=-649/637
NOTES- - I
1) Wind: ASCE 7-10; Vult=170mph (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);
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rc 3b
about its center. 1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottor
chord live load nonconcurrent with any other livelloa
15) * This truss has been designed for a live loadlof
20.Opsf on the bottom chord in all areas where a
rectArigle 3-6-0 tall by 2-0-0 wide will fit betweeA the
bottom chord and any other members, with BCOL
'00.Opsf. I
�'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.
LOAD CASE(S)
Standard
Tom' AVp1rostms al Autis atkis Tms OtsIp DualIT00coI15- Wal T. Took ULPE Moroni Sked ItIat w. Idiudevilsanda ", r"' W,
IS11,01shi=4 , pulliJitdiny bpoi, & sid-1 TDO upmtosis mom d do M step d1k shIli Tivis iq" .5IT44 itly, miff W. Anthony T. TombD III, P.E.
binpal d%rL0.Q0fh'UA6I1W Wisps ..... '�o 80083
as 1.111al Onstistr sol (MMU. III Visit! W a N M el ra plaoiii'd W-IM a III 91%q COMM S&f W"M M. 1001 by In W SKA III Itlowl!" Imd 141M MI Mass III 143mucts 01 to"$ d0i rms ctqw, 1"is owst hFW ind Trial bloofW.", saliss 4451 St Lucie Blvd.
(opylight 0 2016A-1 R0011russes -Amhurryl. lamboill, 1`1 ( L lepiedeafion at ibis dmmtnf, it any (aim, is pichibited wilhoul lie willea pumisiian hoin i-I Real husses - Anihomyl. lamba 01, U Fort Plerce, Fl. 34946
Job
Truss
Truss Type
Qty
Ply
I '
64215R
MVL
Valley
2
1
A0051 I 83J
Job Reference (optional)
A! Roof Trusses, Fort Pierce, FL 34946, design@al truss.com 8.020 s Sep 13 2016 MiTek Industries, Inc. Fri Nov 18 13:39:44 2016 Page I
ID:U7KXdEeOgkDJPIQYLaubaOzc2si-QytXBuDyVckJzYhi[6wnqUL2Nlc3tG5TOyPs—CyHxwD
4-11-9 �8-2 i 13-0-11
4-11-9 _21 4-10-12
W
c?
o
W I!
2
3.75 F1_2
2x4 11
3
46
7
6
5 3x4 11
2x4 I I
2x4 I I
0 4-11-9
13-0-11
�13
010 1� 4-10-12
3-21
4-10-12
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
0.44
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
n/a
n/a
BCOL
10.0
Code FBC2014/TP12007
Matrix-S
Weight: 48 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, 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=-21 O(LC 4), 6=431 (LC 4),
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
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);
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1 except at=lb) 5=210, 6=431, 7=377.
LOAD CASE(S)
Standard
1,ulytippretowils.i"Osills ""it Inu nt. OR T�Iufy
Is, Wis Now [quinta, Spa3Ly faiats)rat ad ..111.3 urtunutaeupw AN joithanig vi;auffoi; mpamidu!# W04 00p 0 61 Wits Truss WI, miff IKI. Tit ftp uvef.,!"If" 3*1K 1"11 Anthony T. Tombo 111?P.E.
ad.ittiflu but 1.1 ary Wiq i1ftniptiviia Arm 0�. ft, 6', twhinel qui u2t ft. W90 0 11611C. lit [Kew VI.d WK.; udi I HI.I.
Allmsul W . N IN madetpeatu .9 lWits Ott 9-.'Cq brinut Sdarldimaouaii3l) Wilds, In ul Ski cre itittutdhor luord 1.4no. MIdentsm, (11"nidulb, .1 buts Ifni Ims Nqw. tau Nup Elituoullms Rudsowit, a . tus 0083
4451 St. Lucie Blvd.
zt ('e'p'yrigb1 V 2016A-1 foolfrusse; -Anthony UombolIUL Reptodurfion of this dotuastot in any fairm, is itrDhibiled without the tuitien petatission front A-1 Roof busses - Anthony 1. Tanabe III, P.E. Fort Pierce, FIL . 34946
171
Job
Truss
Truss Type
Q ty
ply
Of
AO 051 i-84
64215R
MVM
Valley
2
1
�
Job Reference (optional)
Al KooT I russes, i-orl �-ierce, m j4u4a, oeszgns�cyvaitruss.corn
1-9
O.U/U 5 OUP 1.3 Zu to Ivor I UK illuubillub, 111U. Fit 11UV 10 10.ctu.�Q 4U to ratjo 1
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-u8RvPEEaGwsAaiGuJpSONhtBYixpciYcFcgPWeyHxwC
3.75 F1 —2
1.5x4 11
2
2x4 11
3
5
4 2x4 11
3x6
1.5x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC 0.54
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL
1.00
BC 0.19
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.20
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014/TP]2007
Matrix-P
Weight: 34 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
5) * This truss has been designed for a live load of
BOT CHORD 2x4.SP No.2
I
PO.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-
TOPCHORD
bottom chord and any other members.
Structural wood sheathing directly applied or 6-0-0 oc
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
purlins, except end verticals.
joint(s) 1 except at --lb) 4=204, 5=601.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
LOAD CASE(S)
cross bracing be installed during truss erection, in
Standard
accordance with Stabilizer Installation guide.
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
1 323(LC 4)
Max Uplift
1 -48(LC 4)
4 -204(LC 4)
5 -601 (LC 4)
Max Grav
1 151 (LC I
4 241 (LC 9)
5 71 O(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less excep t
when shown.
TOPCHORD
1-2=-288/135
WEBS
2-5=-600/656
NOTES-
1) Wind: ASCE 7-10; Vult--1 70mph (3-second gust.)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=24;
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2);
kLpber DOL=1.60 plate. grip DOL=1.60
2y Plates checked for a plus or minus 0 degree rot tion
about its center. 1
-3) Gable requires continuous bottom chord bearing.
,4) This truss has been designed for a I O.O.psf bottom
chofd,live load nonconcurrent with any other live I oads.
Most
Is i Nor Copp birsofflist I'd us In artsessin sarosout oldo, rd—al hr 6, hap 4 Ilot sqtTms hjultdcorleM rely, eiijr W. too larifit I Anthony T. Tombso 111, P.E.
satirist! Do$ Isis III my Wet itan profilaydfl, Dim Cut) rot ojtwil OWN tug" hill .201 tie Ims, When Wet Drop! ha"roottilivit that. III
to IT; 180083
db 9.14n(matus Sam 4 M U15M No t6ratiffm Imil 1.4wo. 111-1 driers ih itilnuditatiort tomis 11% toorts Nupos, loss camp fortarm alTrow; AID= 4451 St. Lude Olvd.
Fort Plerce, Ft. 34946
(apIrigbi 0 2016 A-1 Roof Trusses -Anthony L Tumbo R Pl lieplodartion of this demottat is Day (aim, is plabibited withiml the viflen ptimissiort from A-1 toot Trusses - Anilmoryl. Tomba 111, P.L
Job
Truss
Truss Type
Qty
Ply
Aob5l�185
64215R
MVN
Valley
2
1
Job Reference (optional) -4
— 1-1 .1 ....... — Is
ci
C�
0
-1
o.uzu b oup ip zu tu ivii i uK inuu5ines, inc. rn Nov i?j j-j:,ju:qoeu-it) vage i
2x4 11
3
5 4
3x6 1.5x4 11 2x4 11
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC 0.35
Vert(LL)
n/a
n/a
999
MT20 244/190
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 FBC2014/TP12007
Matrix-P
Weight: 22 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and require
cross bracing be installed during truss erection,
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
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
I
-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)
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except at=lb) 1 =1 27, 5=503.
LOAD CASE(S)
Standard
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-5=-464/544
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (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);
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%
11-1 lu'l I IOU "llussisrsaIR, OWL ims ils'lapattes .1"flulls "ilis D'a" 01—IRZ-1fa jdw I. hill In. P L NMI Sias Islas w. NKS an,"i" soltdcalserthly
'"PRO'Emkinfit Is I ku 14- Esitiaqi.' slarK.1 InsputL as sad soy M "jasals a amom ON P"llis'"ll lif As, d'ap dm will Ims filow"Aseloo all, Va. IMI. rh blip so'.)Iam' Ianiima 'ad'I4 Anthony T. Tombo 11 -P.E.
""+lm, d1la Noss, [is 6low's phrad qul. 21 all. iWoollh In. neat .11holKil offfail tilltad 1114. Mp'.'s,149! of 180083
l9wis olmaill IN :wiaot to's los�p upluall last Rafftv", mills
Tall Nor (gam is got fi, Wtay D'Vilff'st Tmasy'll'. E.0owd my WINt 4451 ii. Lude B 0.
(opyrigbIC21116 A-11 goof husses -Whany L Tombo 1111L Reploduclims of Oil dansaltni, in any Imm, is pichibited wilimul lbovillen pumissias from A-1 koal liosses - Wholly L Tombo 01, P.E Fort Pierce, FL 34T6
(b
Job
Truss
Truss Type
Qty,
Ply
j
A0051186
.
64215R
MVP
Valley
2
1
Job Reference (optional)
Ai Roof Trusses, Fort Pierce, FL 34946, design@ai uruss.com 0'"u 5 OUP I � ZU IV IVII I UK[[ IUUbUlUb, 1116. F1 I INUV 10 — I U VC!JW I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-u8RvPEEaGwsAaiGuJpSONhtHTi—wclbcFc9PWeyHxwC
3-5-8
3.75F1-2
2
2x4
is
.......
F1
MENIENEMSEENEENEE=
3
3x6
2x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in (loc)
I/defl
Ud
PLATES GRIP
TCLL
30.0
Plate Grip DOL
1.00
TC
0.16
Vert(LL) n/a
n1a
999
MT20 244/190
TCDL
15.0
Lumber DOL
1.00
BC
0.06
Vert(TL) n/a
n/a
999
BCLL
0.0
Rep Stress Incr
YES
WB
0.00
Horz(TL) 0.00
n/a
n/a
BCDL
10.0
Code FBC2014fTP[2007
Matrix-P
Weight: 10 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-5-8 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. (lb/size)
1 127/3-4-11 (min. 0-1-8) -
3 127/3-4-11 (min. 0-1-8)
Max Horz
1 100(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) I
Max. Comp./Max. Ten. - All forces 250 (lb) or less excer
when shown. I
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);
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rota
about its center. 1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bott I bm
chord live load nonconcurrent with any other live lo, ads.
5) * This truss has been designed for a live load o
20.Opsf on the bottom chord in all areas where a �
reaangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members. 1
16) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb upl at
join1s) except at --lb) 1 =1 18, 3=1 50.
OAD CASE(S)
Standard
1.6 bi.-" Poems aital alas or., !,as hoti D'ftisjp�odjfn 4--m T. flith up L 14MI Still I'l W. miss "ll" B."I"
hi as wilesearmDupsaio'. mijosittom tahrUP. Anthony T. Tombo HI, P.E.
M qp�;] Ott TDO tam hall w Oth fists. WI.L4 halilat iloqt.
C. IR19.1 01upf ;ial ("emr. * "M, MI ithas Ili rispnAgnis all bun doo rins hvpw. Nis elm Ellatiff a.1.1 4' 80083
4451 St. Lucie Blvd.
Foft Pierce, FL 34946
Upright Q 2016A-1 Roof hasses -Aftth Reptodadion of 11lit dmintal, in any fula, is pubibited wilhoul the muilfen pulahsion from A-1 Roof Tiasses - Ankay 1. lembis 01, 111 1
A&* =A-1 ROOF
—TRUSSES
A FLORIDA CORPORATION
Important Notes / Please Review Prior to'Truss Installation-:
I
1) Trusses are to be handled, installed ci�d braced in accordance to the following standards: ANSI/TIP 1-2007;
WTCA I - 1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses",
and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood
Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof
Trusses. Spanish versions are also available.
2) All temporary and permanent braci g design, connection, material, and labor by others.
3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building
designers calculated loads., The buiiding designer is ultimately responsible for clarifying any discrepancies.
4) If provided by truss manufacturer) any engineered beams provided have been sized using information design
guides or software provided by thF beam manufacturer. The building designer should verify- all loads uplifts, and
bearing requirements. Truss manu acturer is not responsible for specifying beams, other than those provided by
truss manufacturer.
5) Unless specified, roof trusses are ot designed for any additional attic storage loads.
6) On flat surfaces, adequai Ze must be provided to avoid poncling.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs
to assure they do not interfere �ith the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic
access opening should be locateld between trusses unless otherwise noted.
8) Unless specified, valley framingi design, connection, material and labor to be supplied by the builder.
9) Attached drawings are stanclar I d details that cover most installation standards. Structural details provided by the
building designer supersede apy attached details.
10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should
be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the
structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must
be provided b)Lthe building esigner.
1 1) The specific engineered truss drawings are subject to -other terms, conditions, and details on the truss placement plan
and/or individual truss design rawings.
12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials,
erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed
engineered drawings.
Any question,i or comments feel free to contact A- 1 Roof Trusses at 772-AO9-1 010.
.4451 St. Lucie Blvd., Fort Pierce, FL 34946
7Z2-409-1 010 Office 772-AO9-1 015 Fax www.AItruss.com
^1 USP
STRUCTURAL
CQNIINIECTORS�
A IMITOW Company
HanLyprs
Allowable Load (Ibs)
DF-L SID
LSL
LVL
PSL
SPF
I -JOIST
160%
USP
Label
Stock No.
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
TI
JUS24
1881,
655
750
820
510
(4) - 10d (Header)
FL821.39,
(2) - 10d (Joist)
11-
0510.01,
RR 25779
LUS24
670
765
825
490
(4) - 10d (Header)
I
I
1
1 (2) - 10d (Joist)
T2
JUS26
1881,
850
975
1060
1115
(4) - 10d (Header)
FL821.42,
(2) - 10d (Joist)
11-
0510.01,
RR 25779
LUS26
865
990
1070
1165
(4) - 10d (Header)
(2) - 10d (Joist)
T3
MSH422
1831,
2025
2025
2025
-
(22) - 10d (Face - Face Max Nailing)
FL822.36,
(6) - 10d (Face - Top Max Nailing)
08-
(6) - 10d (Joist - Face Max Nailing)
0303.06,
(6) - 10d (Joist - Top Max Nailing)
RR 25836
(4) - 10d (Top - Top Max Nailing)
13116-R
THA422
2245
2245
2245
(6) - 16d (Carried Member- Face Mount)
(6) - 10d (Carried Member- Top Flange)
(22) - 16d (Face - Face Mount)
(2) - 16d (Face - Top Flange)
(4) - 16d (Top - Top Flange)
THA1422
1835
1835
1835
-
(2) - 10d x I-V2 or 2 - 10d x 1-112 (Carried Member)
(20) - 10d or (2) - 10d (Face)
(4) - 10d (Top)
T4
THD26
1781,
2485
2855
3060
2170
(18) - 16d (Face)
FL13285.35,
(12) - 10d x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HTU26
2940
3340
3600
1555
(11) - 10dx 1-112 (Carried Member)
(20) - 10dx 1-112 (Carried Member - Max Nailing)
(20) - 16d x 1-112 (Carrying Member)
(20) - 16d x 1-112 (Carrying Member - Max Nol4ng)
W
'1_4
'i
U
STRUCTURAL
Ikewill `-�j 1"00
CONNECTORS�
A MITek Company
Hangers
Allowable Load (lbs)
DF-L SP
LSL
LVL
PSL
SPF
I -JOIST
160%
USP
Lab6I
—Stock-NQ.—
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
T5
THD26-2
1781—,----
—_2540
2920
3175
2285
-
-
-
-
-
(18) - 16d (Face)
FI-13285.35,
(12) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
�(14)-16dfface)
HHUS26-2
2785
3155
3405
1550
(6) - 16d (Joist)
HTU26-2
2940
3340
3600
2175
(20) - 1 Od (Carried Mem ber - Max Nailing)
1
(20) - 16d (Carrying Member - Max Nailing)
T6
THD28
1781,
3865
3965
3965
2330
(28) - 16d (Face)
FL13285.35,
(16) - 10d x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HTU28
3820
4340
4680
2140
(26) - 10d x 1-112 (Carried Member - Max Nailing)
(26) - 16d (Carrying Member - Max Nailing)
T7
THD28-2
1781,
3950
4540
4935
2595
(28) - 16d (Face)
FL13285.35,
(16) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS28-2
4210
4770
5140
2000
(22)-16d(Face)
(8) -16d (Joist)
HTU28-2
3820
4340
4680
3485
(26) -10d (Carried Member- Max Nailing)
1
(26) - 16d (Carrying Member - Max Nailing)
T8
THD46
1781,
2540
2920
3175
2285
(18) - 16d (Face)
FI-13285.35,
(12) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS46
2790
3160
3410
1550
(14) - 16d (Face)
I
I
I
I
I
I
I
I
1
1 (6) - 16d (Joist)
USP
STRUCTURAL
CONNECTOW
A MITek* Company
Hangers
Allowable Load (Ibs)
DF'L SP
LSL
LVL
PSL
SPF
I -JOIST
160%
LISP
Label
Stock No.
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
T9
THD48
1781,
3950
4540
4935
2595
-
-
(28) - 16d (Face)
FL13285.35,
(16) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS48
4210
4770
5140
2000
(22) - 16d (Face)
1
(8) - 16d (Joist)
TIO
THDH26-2
1881,
3915
4505
4795
2235
(20) - 16d (Face)-
FL821.75,
(8) - lod (Joist)
06-
0921.05,
RR 25779
13116-R
HGUS26-2
4355
4875
5230
2155
(20) - 16d (Face)
(8) -16d (Joist)
T11
THDH26-3
1881,
3915
4505
4795
2235
(20) - 16d (Face)
FL821.75,
(8) - 10d (Joist)
06-
0921.05,
RR 25779
HGUS26-3
4355
4875
5230
2155
(20) - 16d (Face)
I
I
(8)-16d(Joist).
T12
THDH28-2
1881,
6535
7515
8025
2665
(36) - 16d (Face)
FL821.77,
(10) - 16d (Joist)
RR 25779
13116-R
HGUS28-2
7460
7460
7460
3235
(36) -16d (Face)
I
I
(12,1-16d(joist)
T13
THDH28-3
1881,
6770
7785
8025
2665
(36) - 16d (Face)
rL821.75,
(10) - 16d (Joist)
06-
0921.05,
RR 2577§
HGUS28-3
7460
7460
7460
3235
(36)-16d(Face)
I
I
I
I
I
I
I
I
1
1
1(12)
- 16d (Joist)
I I
U-SP
STRUCTURAL
CONNECTORS"
A MiTek'Company
Fastener Comparison Table
�Cclnnectclr Schedule
Group
Label
USPI Stock No
R�equired Fasteners
I
Reference No
Required Fasteners
(4) - 10d �Heacler)
(4) - 10d (Header)
T1
JUS24
LUS24
(2) - 10d �(Joist)
(2) - 10d (Joist)
(4) - lod (Header)
(4) - 10d I (Header)
T2
JUS26
LUS26
(4)-101 d (Joist)
(4) - lod (Joist)
(22) - 10d (Face - Face Max Nailing)
(6) - 16d (Carried Member - Face Mount)
(6) - liod (Face - Top Max Nailing)
(6) - 16d (Carried Member - Top Flange)
T3
MSH422
(6)- 1 Od (Joist - Face Max Nailing)
THA422
(22) - 16d (Face - Face Mount)
(6) 10d (Joist -Top Max Nailing)
(2) - 16d (Face - Top Flange)
(4)-10d(Top - Top Max Nailing)
(4) - 16d (Top - Top Flange)
(11) - 10dx 1-112 (Corned Member)
(1 16d (Face)
2) - 10d x 1-1/2 (Joist)
(20) - 10dxi-112 (Carried Member- Max Nailing)
T4
THD26
HTU26
(20) - 16d (Carrying Member)
(20) - 16d (Carrying Member -Max Nailing)
(18) - 16d (Face)
(14) - 16d (Face)
-
T5
THD26-2
HHUS26-2
(12) - 10d (Joist)
(6) - 16d (Joist)
(28) - 16d (Face)
(26) - 10dx 1-112 (CorriedMember - Max Nailing)
-
T6
THD28
HTU28
(16) - 10d x 1-1/2 (Joist)
(26) - 16d x 1-112 (Carrying Member - Max Nailing)
(28) - 16d (Face)
(22) - 16d (Face)
-
T7
THD28-2
HHUS28-2
(16) - 10d (Joist)
(8) - 16d (Joist)
(18) - 16d (Face)
(14) - 16d (Face)
-
T8
THD46
HHUS46
(12) - 10d (Joist)
(6) - 16d (Joist)
(28) - 16d (Face)
(22) - 16d (Face)
-
T9
THD48
HHUS48
(16) - 10d (Joist)
(8) - 16d (Joist)
(20) - 16d (Face)
(20) - 16d (Face)
-
TIO
THDH26-2
HGUS26-2
(8) - 16d (Joist)
(8) - 16d (Joist)
(2D) - 16d (Face)
(20) - 16d (Face)
-
T11
THDH26-3
HGUS26-3
1
(8) - 16d (Joist)
(8) - 1 6d (Joist)
(36) - 16d (Face)
(36) - 16d (Face)
-
T12
128-2
HGUS28-2
(10) - 16d (Joist)
(12) - 1 6d (Joist)
(36) - 16d (Face)
(36) - 16d (Face)
-
T13
THDH28-3
HGUS28-3
I
i 1
(10) - 16d (Joist)
1
(12) - 16d (Joist)
U "M"Ohp
I qbh- STRUCTURAL
CONNECTORS
A MlTeW Company
JUS24 JUS26 MSH422
I 1�, Z
k 1-`
Sl
THD26 THD26-2 THD28
In"A
A�
VV,
THD28-2 THD46 THDH26-2
ff
f
THDH26-3 THDH28-2 THDH28-3
-�J�N UARY 8, 2016 TYPICAL HIP / KINU JACK CONNECTION ST-CRNRST & LVL NAILIN
LVLINAILING SCHEDULE
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FIL 34946
772-409-1010
Attach End Jack's
w/ (4) 16d Toe Nails Ca
& (3) 1 06d Toe Nails @
�,ORNERSET-GENERAL SPECIFICATIONS
AX LOAD: 55 psf Roof Load, 170 mph, ASCE
.10.3 29'-0" Mean Height, Exp. B, C or D.
Attach King Jack wl (2) 16d Toe
Nails @ TIC & 24" Strap W/ (6)
1 Od x 1.5" ea. end @ BC
Attach Corner Jack's
w/ (3) 16d Toe Nails @ TIC &
'NIC—(2) 16d Toe Nails @ BC (Typ)
Attach Corner Jack's
wl (2) 16-d Toe Nails
@ TC & BC (Typ)
FEBRUARY 14, 2012
Standard Gable End Detail
SHEET2 th
MiTek USA, Inc.
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
T
HORIZONTAL BRACE
(SEE SECTION A -A)
Roof Sheathing --I \
1 1'-3"
��ax_
IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR
THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE
CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE
TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT
MAY RESULT FROM THE BRACING OF THE GABLE ENDS
Diag. Brace,
at 1/3 points
if needed
End Wall
Ca-) 2 4 " o. c.
MiTek USA, -Inc. Page 2 of 2
2x6 DIAGONAL BRACE SPACED 48"O.C.
ATTACHED TO VERTICAL WITH (4) -16d
COMMON WIRE NAILS AND ATTACHED
TO BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS
2X 4 PURLIN FASTENED TO FOUR TRUSSES
WITH TWO 16d NAILS EACH. FASTEN PURLIN
TO BLOCKING W/ TWO 16d NAILS (MIN)
PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES
SUPPORTING THE BRACE AND THE TWO TRUSSES
ON EITHER SIDE AS NOTED. TOENAIL BLOCKING
TO TRUSSES WITH (2) - 1 Od NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD I : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE
FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAILING SCHEDULE.
METHOD 2: ATTACH 2X —SCABS TO THE FACE OF EACH VERTICAL
MEMBER.ON THE STRUCTURAL GABLE PER THE FOLLOWING SCAB ALONC
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE VERTICAL
AND SPECIES AS THE TRUSS VERTICALS
NAILING SCHEDULE:
FOR WIND SPEEDS 120 MPH (ASCE 7-98,02,05),150 MPH (ASCE 7-10) OR LESS, NAIL ALL
MEMBERS WITH ONE ROW OF 10d (.131" X 3-) NAILS SPACED 6" O.C.
FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98,02,05),150 MPH (ASCE 7-10) NAIL ALL
MEMBERS WITH TWO ROWS OF 10d (.131- X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM)
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1.
ALL BRACING METHODS SHOWN ON PAGE 1 ARE
VALID AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
INLAYED STUD
L
S
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST
STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM
GABLE TRUS�/SA CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN
N 1�� IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD
GABLE TRUSS
rEBRUARY 14,2012 STANDARD PIGGYBACK ST-PIGGY-PLATE
TRUSS,60NNECTION DETAIL
MiTek USA, Inc. Page 1 of 1
D=
MiTek USA, Inc.
This detail is applicable for the following wind co n1ditions:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-11 Wind Standards under
all enclosure and exposure conditions as long a� no uplift exceeds 377 lbs.
Refer to actual piggyback truss design drawing for uplifts.
NOTE: I
This Detail is valid for one ply trusses spaced 24" o.c. or less.
PIGGYBACK TRUSS
Refer to actual truss design drawing for
additional piggyback truss information.
SPACE PURLINS ACCOR, DING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE -BASE
TRUSS (SPACING NOT ItO EXCEED 24" O.C.).
A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT.
Attach piggyback truss to the base truss -with 3"x8" TEE -LOCK
Multi -Use connection plates spaced 48" o.c. Plates shall be
pressed into the piggyback truss at 48" o.c. staggered from each
face and nailed to the base truss with four (4)- 6d (1.5"xO.099")
nails in each. plate to achieve a maximum uplift capacity of 377 lbs.
at each 3"x8" TEE -LOCK Multi -Use -connection plate.
(Minimum of 2 plates)
Attach each purlin to the top chord -
of the base truss.
(Purlins and connection by others)
BASE TRUSS
Refer to actual truss design drawing
for additional base truss information.
80083',
RR RIC"A2 21'00 00 00OT4C-1217 DF
.1
FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2
MiTek USA, Inc. Page 1 of 1
GENERAL SPECIFICATIONS
1. NAIL SIZE = 3" X 0.131"= 10d
2. WOOD SCREW = 4.5" WS45 USP OR EQUILIVANT
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
MiTek USA, Inc. GABLE END, COMMON TRUSS 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS-01
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
-7i- - -
V
VALLEY TRUSS TYPICAL
SECURE VALLEY TRUSS
W/ ONE ROW OF I Od
NAILS 6"O.C.
I
BASE TRUSSES
VALLEY TRUSS TYPICAL
GABLE END, COMMON TRUSS
m -I.— — In
a
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH
WIND DESIGN PER ASCE 7-10 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATEGORY 11 BUILDING
EXPOSURE C
!X4 CONTINUOUS NO.2 SYP
WIND DURATION OF LOAD INCREASE: 1.60
OOF W/ TWO USP WS45 (1/4" X 4.5-)
MAX TOP CHORD TOTAL LOAD = 50 PSF
'REWS INTO EACH BASE TRUSS.
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF
ZZ
ON THE TRUSSES
.5" Max
0
'FEBRUARY 14,2012 1 TRUSSED VALLEY SET -DETAIL I ST.-VALLEY HIGH WINDI
.MMFI,
MiTek USA, Inc.
VALLEY TRUSS TYPICAL
SECURE VALLEY TRUSS
W/ ONE ROW OF 1 Od
NAILS 6" O.C. -
GABLE END, COMMON
OR GIRDER TRUSS
P F1_2
SEE DETAIL -
A BELOW (TYP.)
.MiTek USA, Inc. Par-_ I of I
GENERAL SPECIFICATIONS
1. NAIL SIZE = 3" X 0.131 " = 10d
2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT
DO NOT USE DRYWALL OR DECKING TYPE SCREW
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE PER DETAIL A
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING
EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS - 01
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
BASE TRUSSES
VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS
OR GIRDER TRUSS
,ATTACH 2x4 CONTINUOUS NO.2 SYP
TO THE ROOF-W/ TWO USP WS3 (114" X 3")
WOOD SCREWS INTO EACH BASE TRUSS.
— '-M'�j
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH
WIND DESIGN PER ASCE 7-10 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATEGORY]] BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP -CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF
ON THE TRUSSES
gv�
j
DETAIL A
(NO SHEATHING)
N.T.S.
00
NOVEMBER 26, 2014- TRUSSED VALLEY SET DETAIL STNALLEY
(HIGH WIND VELOCITY)
F--I=
u
MiTek U,'
NOTE: VALLEY STUD SPACING NOT
TO-EXCEED-48" O.C. SPACING
WIND DESIGN PER ASCE 7-98, ASCE 7-02, AS
WIND DESIGN PER ASCE 7-10 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATEGORY 11 BUILDING
EXPOSURE B or C
WIND DURATION OF LOAD INCREASE: 1.6
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
SUPPORTING TRUSSES DIRECTLY UNDER
VALLEY TRUSSES MUST BE DESIGNED
WITH A MAXIMUM UNBRACED LENGTH OF
2'-1 0" ON AFFECTED TOP CHORDS.
NOTES:
- SHEATHING APPLIED AFTER
INSTALLATION OF VALLEY TRUSSES
- THIS DETAIL IS NOT APPLICABLE FOR
SPF-S SPECIES LUMBER.
NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED
TO THIS FACE WHEN
PITCH EXCEEDS 6/12.
(MAXIMUM 12/12 PITCH)
NON -BEVELED
BOTTOM CHORD
MiTek USA, Inc. Page 1 of 1
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE
APPLIED TO EITHER FACE
CLIP MAY BE APPLIED
TO THIS FACE UP TO
A MAXIMUM 6/12 PITCH
0
MAY 24, 2012 1 Standard Gable Erd Detail
ST-GE190-SP
== @ I I
Typical 2x4 L-Brace Nailed To
'=ELI 2x4 Vertical's W11 Od Nails, 6" D.C.
Vertical Stud
MiTek USA, Inc.
SECTION B-B
DIAGONAL BRACE
4'-0' O.C. MAX
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE �014 ILLUSTRATION ONLY.
12
rl- Va�ies to Common Truss
MiTek USA, Inc. Page 1
Vertical Stud 2X6 SP OR SPF No 2
(4) - 16d Nails DIAGONAL BRACE'
16d Nails
Spaced 6" o.c.
(2)-10d NaiIsinto2x6 2X6 SP OR SPF No. 2
"* rTypi"cal Horizontal Brace
Nailed To 2x4 Verticals
w/(4)-I Od Nails
SECTION A -A 2X4 SP OR SPF No. 2
SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST
TWO TRUSSES AS NOTED. TOENAIL BLOCKING
DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH (2) - 1 Od NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d NAILS.
3X4
*B� B
u (4) - 8d NAILS MINIMUM, PLYWOOD
SHEATHING TO 2X4 STD SPF BLOCK
Diagonal- Bracing L-Bracing Refe�
Refer to Section A -A to Section B-B
Roof Sheath
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND
WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONNI. CONSULT BLDG.
'Y
ARCHITECT OR ENGINEER FOR TEMPORAR AND�PERMANENT
Max.
BRACING OF ROOF SYSTEM.
4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3
OR BETTER WITH ONE ROW OF 1 Od NAILS SPAC, D 6" O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 D�GREES TO ROOF
DIAPHRAM AT 4'-0" O.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A
2x4 AS SHOWN WITH 16d NAILS SPACED 6" 0 C1 HORIZONTAL
BRACE TO BE LOCATED AT THE MIDSPAN OF:��! E LONGEST GABLE STUD.
ATTACH TO VERTICAL GABLE STUDS WITH (4) Od NAILS THROUGH 2x4.
I
Diag. Brace
,(REFER TO SECTION A -A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240.
at 1/3 points
8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES.
I
if needed
9. DO NOT USE FLAT BOTTOM CHORD GABLES�NEXT TO SCISSOR
TYPE TRUSSES.
10. 1 Od AND 16d NAILS ARE 0.131 "X3.0" AND 0.131 "X3.5" COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC.
End Wall
Minimum
Stud Size
Species
and Grade
Stud
Spacing
Without
Brace
2x4
L�_Bracl
DIAGONAL
BRACE
2 DIAGONAL
BRACES AT
1/3 POINTS
I
Maximum Stud Length
I
2x4 SP No. 3 i Stud
12" O.C.
3-8-10
5-6-11
6-6-11
11-1-13
2x4 SP No. 3 / Stud
16" O.C.
3-3-10
/4-9-12
6-6-11
9-10-15
2x4 SP No. 3 / Stud
24" O.C.
2-8-6
/3-11-3
5-4-12
8-1 -2
2x4 SP No. 2
12" O.C.
3-10-15
/5-6-11
6-6-11
11-8-14
2x4 SP No. 2
16" O.C.
3-6-11
-4--9-12
6-6-11
10-8-0
2x4 SP No. 2
24" O.C.
3-1-4
3-11-9
6-2-9
9-3-13
Diagonal braces over 6-3" require af2x4 T-Brace attached to
one edge. Diagonal braces over 12�-6" require 2x4 I -braces
attached to both edges. Fasten T and I braces to narrow edge
of diagonal brace with 1 Od nails 6ipio.c., with 3in minimum
end distance. Brace must cover 90% of diagonal length.
T or I braces must be 2x4 SPF No'. 2 or SP No. 2.
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B or C
ASCE7-10 Igo MPH STUD DESIGN IS BASED ON COMPONENTS AND C
DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
(2) - 1500'
(2) - 10d NAILS
�,Trussps @ 24" o.c.
2x6 DIAGONAL BRACE SPACED
C
48' O.C. ATTACHED TO VERTICAL WITH
(4) -16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) -1 Od NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
J9,BC�."A-2,"21 00 00
I............... - .. ...... ... .1 .. .. ..
August 10, 2010 T-BRAGE / I -BRACE DETAIL WITH 2X BRACE 0 -LY ST-T-BRAdE.2
. j
MiTek USA, lnc� Page 1 of I
Note: T-Bracing / I -Bracing to be used when continuous -lateral bracing
is impractical. T-Brace / I -Brace must cover 90% of web length -
Note: This detail NOT to be used to convert T-Brace / I -Brace
MiTek USA, Inc. webs to continuous lateral braced webs.
Nailing Pattern
T-Brace size
Nail Size
Nail Spacing
2x4 or 2x6 or M
1 Od
6" o.c.
Note: Nail along entire length of T-Brace / I -Brace
(On Two-Ply's Nail to Both Plies)
Nails
WE
' Nails
Nails ---I
Web - I -Brace
Nailsz
Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or 2x4
2x4 T-Brace
2x4l-Brace
2x6
2x6 T-Brace
2x6l-Brace
M
2x8 T-Brace
MI -Brace
Brace Size
for Two-PlyTruss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or 2x4
2x4 T-Brace
2x4l-Brace
2x6
2x6 T-Brace
2x6l-Brace
2x8 I
M T-Brace 12x8l-Brace
T-Brace I -Brace must be same species
and grade (or better) as web member.
'8C -',2 1`060HOVMC 1 12-S]
,�3
FEBRUARY 8, 2008- LATERAL BRA i CING RECOMMENDATIONS ST-STRGBCK
== @ MiTek USA, Inc. Page 1 of 1
FYIDD I
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
u 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
MiTek USA, Inc. ALONG A FLqbR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTI ALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY
ABOVE THE BOTTOM -CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATIS FIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF
THE TRUSS WHEN IT IS PLACED ON TOP OF/THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED
WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS.
ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE
USE METAL FRAMING ATTACH TO VERTICIAL SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK
ANCHOR TO ATTACH WEB WITH (3) - 10d NAILS (0. 131 " x 3") (DO NOT USE DRYWALL TYPE SCREWS)
TO TOP CHORD (0.131"x 3") ATTACH TO VERTICAL
WEB WITH (3) - 1 Od NAILS
(0.131"x3")
BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD
VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO #12 x 3"
RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 1 Od WOOD SCREWS (.216" DIAM.)
NAILING THE STRONGBACK NAILS (0.131 x 3") IN EACH CHORD
USE METAL FRAMING ATTACH ZVERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE
ANCHOR TO ATTACH WEB WITH (3) - 10d NAILS SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF
TO BOTTOM CHORD (0. 131 " x 3") STRONGBACK (DO NOT USE
(0.131 " x 3"' DRYWALL TYPE SCREWS)
TR 2x6 4-0-0 IN WALL H� S) BLOCKING
Uss STRONGB: (TYPICAL SPLICE) (BY OT (BY OTHERS)
2K Liz
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT,
DESIGNED BY OTHER.S. IF SPLICING IS NECESSARY, USE A 4'-0" LONG
- 10d NAILS S"+
SCAB CENTERED ONITHE SPLICE AND JOINED WITH (12)
(0.131 x 3") EQUALLY/ SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONG14ACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 1 Od
NAILS (0.131 x 3") STAGGERED AND EQUALLY SPACED.
(TO BE USED ON HEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL)
LY7�
-4
JANUARY 28, 2015 LATERAL TOE -NAIL DETAIL ST-TOENAIL-SP
== @ MiTek USA, Inc. Page. 1 of 1
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND
EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
U AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES
MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES.
'rOE-NAIL
SINGLE SHEAR VALUES PER NDS 2001 (lb/nail)
DIAM.
SP
DF
HIF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
z
0
.135
93.5
85.6
74.2
72.6
63.4
.162
108.8
99.6
86.4
84.5
73.8
co
0
z
.12
74.2
67.9
58.9
57.6
50.3
0
1
.131
75.9
69.5
60.3
59.0
51.1
Lo
C\!
.148
81.4
74.5
64.6
63.2
52.5
M
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD
For load duration increase of 1.15:
3 (nails) X 84.5 (lb/nail) X 1. 15 (DOL) = 291.5 lb Maximum Capacity
ANGLE MAY
VARY FROM
30* TO 60'
45.00'
ANGLE MAY
VARY FROM
30 *TO 60'
THIS DETAIL APPLICABLE TO THE
THREE END DETAILS SHOWN BELOW
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
(2x4)
3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(2x3)
2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2x6)
4 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
J March 4, 201-3
U . ... F�
MiTek USA, Inc.
NEAR
CAD
UPLIFT TOE -NAIL DETAIL
ST-TOENAIL-UPLIFT
MiTek USA, Inc. Page 1 of 1
THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING
UPLIFT FORCES/ONLY. BUILDING DESIGNER IS RESPONSIBLE
FOR LOADS IN OTHER DIRECTIONS.
r!!KIM A11MA1
TOP PLATE
OF W� �yj 1 " FOR 3" NAIL
1-1/16" FOR 3.25" NAIL
L 1-3/16" FOR 3.5" NAIL
SHOWN ARE FOR
RATION PURPOSES ONLY
TOE -NAIL WITHDRAWAL VALUES/PE NDS2005(lb/naii)
DIAM.
S
DF
H,F
SPF
SPF-S
(5
.131
59
46
30
30
20
z
0
.135
60
48
�3
30
20-
.162
72
58
Pq
37-
25
C13
1
A28
54
1 42
1 /28
27
19
z
Z
0
_j
.131
55
43
29
28
19
W
_j
=
LO
.148
62
48
34
31
21
<
C0
(5
.120
51
39
27
26
17
z
0
.128
49
38
26
25
17
_j
.131
51
39
27
26
17
co
.148
57
44
31
28
20
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES
WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE
NAIL FROM THE MEMBER END AS -SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF
NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING
OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH
LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN
THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE
For Wind DOL of 1.33:
3 (nails) X 37 (lb/nail) X 1.33 (DOL fo� wind) = 148 lb Maximum Allowable Uplift Reaction Due To Wind
For Wind DOL of 1.60:
3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 lb Maximum Allowable Uplift Reaction Due To Wind
If the uplift reaction specified on the Truss Design
Drawing exceeds 147 lbs; (177 lbs)/. Building Designer
is responsible to specifly a different connection.
USE (3) TOE -NAILS ON 2x4 BEA�RING WALL
USE (4) TOE -NAILS ON 2x6 BEARING WALL
a n A") -)T nn nrl An P-7 Flir
FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT ST-2x2 NAILING.
P.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
r)-n KlAll r-r-1 A-r-rAr%l IRAr-KI-r
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph-, ASCE
7-10, 29'-0" 1 Mean Height, Exp. B, C or D.
2x2 SP No. 3
5
TYPICAL ALTERNATE BRACING DETAIL
April 11, 2016 ST-FLAT GIRBRAC
I FO EXTERIOR FLAT GIRDER TRUSS I
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4)/ 12d
TRUSS 2411/0.C.
UPLIFT CO 'N/NECTION
/ TRUSS)
(SEE ROO�
EXTERIOR FLAT
GIRDER
12
VA R I ES
(4) 12d
MAX 3011(21-611)
2x6 #2 SP (Both Faces)
24 It O.C.
SIMPSON H5
m
15, 2014
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS
AND DAMAGED OR MISSING CHORD SPLICE
ST-REPOlAl
PLATES
MiTek USA, Inc. Page 1 of I
TOTAL NUMBER 0
NAILS EACH SIDE MAXIMUM FORCE (Ibs) 15-1. LOAD DURATION
OF -BREAK X SP DF
SPF
INCHES HF
MiTek USA, Inc.
2x4 2x6
4 2x6 2x4 2x6 2x4 2x6 2x4 2x6
20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028
26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608
32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187
38 57 42" 3169 4754 2900 4350 2451 3...
44 66 48" 3657 5485 3346
DIVIDE EQUALLY FRONT AND BACK
ATTACH 2x SCAB OF THE SA ME SIZE
- AND GRADE AS THE BROKEN MEMBER TO EACH
FACE OF THE TRUSS, (CENTER ON 13REAK OR SPLICE) WITH 10d NAILS
(TWO ROWS FOR
2x4, THREE IROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.1 31 "dia. x 3")
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET
0-2-0 O.C.
SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHAL� NOT EXCEED 12". (C=PLATE LENGTH FOR
SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH RE UIRED (L) IS CALCULATED AS FOLLOWS:
\ L=(2)QX+C
mv) BREAK
10d NAILS NEAR -SIDE
+ 1 Od NAILS FAR SIDE
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
F " """ 6" MIN
THE LOCATION OF THE BREAK MUST -BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY
PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE)
DO NOT USE REPAIR FOR JOINT SPLICES
NOT ES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES
NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS -IS UNDAMAGED. THE ENTIRE TRUSS
SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED
REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS -INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
I
WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
L
HIS REPAIR IS TO BE USED FOR SINGLE PLYTRUSSES IN THE 2x ORIENTATION ONLY.
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
HIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREFE BROKEN MEMBERS.
ST-REP13A
March 4, 2013 1 SCAB APPLIED OVERHANGS
MiTek USA, Inc. Page 1 of 1
== @
TRUSS CRITE
LOADIN
DURATI
SPACIN
TOP CH
PITCH:,
MiTek USA, Inc.
HEEL H
END BE
IA:
40-10-0-10
N FACTOR: 1.15
:24" O.C.
RD: 2x4 OR 2X6
12-12/12
GHT: STANDARD HEEL UP TO 12" ENERGY HEEL
IING CONDITION
NOTES: I
1. ATTACH 2x— SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF
TRUSS WITH TWO ROWS OF 1 Od commbN WIRE NAILS (.148"DIA. x 3") SPACED
6" O.C.
2. THE END DISTANCE, EDGE DISTANCE, LID SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF f.HE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED
TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2x SCAB
AL) j (2. 0 x L
24" MAX 1- 24" MIN
NOTE: TRUSS BUILT WITHOUT AN OVEPHANG.
THIS DETAIL IS NOT TO BE USED WHEN
OVERHANG HAS BEEN BROKENIOFF.
IMPORTANT
This detail to be used only with trusses (sp ns less than 40') spaced
24" o.c. maximum and having pitches between 4/12 and 12/12 and
total top chord loads not exceeding 50 psf�
Trusses not fitting these criteria should belexamined individually.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GR�DES
REPAIR REQUESTS
When sending in repair requests, please use en I gineering sheets to describe issue or damage, and email to design@altruss.com.
NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very
helpful. Engineering sheets with the damage or issue noted are required.
1. If there are any special circumstances (sheeted, trades in, etc.) please make sure you note it on the drawing or email request.
2. We cannot provide sealed drawings for "field built" trusses.
2. See details below.
BREAKS� Use.aline'o'note,
--exa
ALT/ MOVED -BEARING CONDITION:
Draw in'new I cation of.bearing;
10 a:rld
2ISSING
'MISSING.1,DAMAGE!D PLA
TRUSS MODIRCATIOW",
IM ssjs
..Ee ct,11ocationofthe break i
I
proVide dimension as needed
"i�r t neetds3
n e�e
t:
�as.dbffiii��d.as.00sible,",an'dpro�n e
dimd
-&onsas,.ri6ed6d.-
3'
3A x4 1.5x4: 11
5x6.=
2
T9
3, 6
10 11 12
1W
22
21,
20 :19 -
17 16
14 :7 1/2!'
-1:;U4 11
-3x6
1.5x4 11 1 .5x4 .11. 7 a 3x6
12!
M', FP— �3)0 R3
46 TOO LONG
MEMBER-ZPIL17
,:Pr&id'e a'n approxirnah� lerigth.;
�,�MSSING PECE-.1f:th&e,a(o, 4
rn0,0!p,:brcaksjesuIUn
_,gln a
. . . . . . . . ....
4
3
BR�AKs- -eat`n6fo�ot6
the:exact'locAtibn,6f,'the�break
MISSING] DAMAGEDPLATES.
.7
34,
8 J_
A 1112
- e'l