HomeMy WebLinkAboutTRUSS 12-29-16Lu rber design Jalues are in accordance with AN'S[/TPI 1-2007 section 6.3
A-1 ROOF
These truss de gns rely on lumber values established by others.
TRUSSES -
7
A FLORIDA CORPORATION
RE: Job 64215R %0 V Pr— A-1 Roof Trusses
r i Ln 4451 St Lucie Blvd
Fort Pierce, FL 34946
Site Information:
Customer Info: PAUL JACQUIN & SONS Project Name: -1 ROOF TRUSSES ADDITION
Lot/Block: =el: A-1 ADDITION
Add�ess: 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34646,ision:
City: Coul nty: St Lucie State: FL
Name Address and License # of Structural Engineerl'of Record, If there is on ' e, for the building.
Name: Raymond Chladny License #: AA-26002573
Address: 757 NW Waterlily Place
City: Jensen Beach, FL 34957
General Truss Engineering Criteria Design Loa
Loading Conditions):
Design Code: FBC2014/TPI2007
Wind Code: ASCE 7-10 Wind Speed: 170 MPH
Roof Load: 55.0 psf
This package includes 20 individual, dated Truss Design Drawings
With my seal affixed to this sheet, I hereby certify that I am the Trw
conforms to 61 G1 5-31.003,section 5 of the Florida Board of Profes,
(individual Truss Design Drawings Show Special
Program: MiTek 20/20 8.0
loor Load: 0.0 psf
id 0 Additional Drawings.
Design Engineer and this index sheet
mal Engineers Rules.
No.
Seal
Truss Name
Date
No.
Seal
Truss Name
Date
1
A0051167
A01 G
11/29/16
13
A0051 179
MVG
1/16
11/29/16
2
A0051168
A02G
11/29/16
14
A00�1 180
MVH
11/29/16
3
A0051169
801
11/29/16
15
A0d51181
MVJ
11/29/16
4
A0051170
B02
11/29/16
16
A0651182
MVK
11/29/16
5
A0051171
C01
11/29/16
17
AQb51183
MVL
11/29/16
6
A0051172
CO2
11/29/16
18
A0051184
MVM
11/29/16
7
A0051173
MVA
11/29/16
19
�6051185
MVN
11/29/16
8
A0051174
MVB
11/29/16
120
1 A,'0051186
MVP
111/29/16
9
A0051175
Mvc
11/29/16
10
A0051176
M\/1D
11/29/16
11
A0051177
j MVE
11/29/16
12
A0051178
I MVF
The truss drawing(s) referenced have been prepared by MiT
Ltd.
Truss Design Engineer's Name: Anthony
My license renewal date for the state of Florida is Februa
Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses,
'ombo III
28,2017.
NOTE -.The seal.on these drawings indicate acceptance of1professional
engineering responsibility solely for the truss components shown.
% If 7N.-
The suitability and use of components for any particular building Is the responsibility of the
building designer, ANSI/TPI-1 Sec. 2.
-4�,b 09
per
The Truss Design Drawing(s)(TDD[s]) referenced have bi�en prepared based on the
construction documents (also referred to at times as 'S�ucturai Engineering Documentsl
by the Building Designer Indicating the natureland character of the work.
N
60083
provided
The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof
location]. These TDDs to at times as 'Structural
Trusses or specific (also referred
Engffieering Documentsl are specialty structural component designs and may be partAinthony
N—'19nedbYA
proiec�s , deferred or phased submittals. As a Truss D6sIgn Engineer CLe., Specialty
Engjne�'r�, the here the TDD represents an acceptance of T. Tomb or
�WholeHMWEg
M�mYT.7mbmil
seal and on professional
engipecking responsibility for the design of the singlelTruss depicted on the TDD only
—i6A.d—y.T—bW�
,mq—
.---
ffe
Bull�inq I I
., Designer is responsible for and shall coordi I nate and review the TDDs for
O'cimpallbility with their written engineering requirements. Please review all TDDs and all Anthony Tombo III, P.E.
related notes. I -
SERIAL
313 BC A2 2100 GO 00 GO 4C 12 87 DF
Page 1 of 1
Job
Truss
Truss Type
Qty
Ply
64215R
A01G
FLAT GIRDER
2
�
5
A005111 67
Job Reference (optional)
et i nuut i iutsbub, rurt. rietcu, rL -+w,+o, ut:siyn%_vu 1 EJUS5.1XIM
8x12 5x8
1 2
6-1-0
3x6 11
5x6 = -5xi 0 MT20HS=
3 4 . 5
muzu a bep io /ui F3 mi i eK inousines, inc. t-n Nov I U I J:JU:JZ ZU1 b
lb:U7KXdEeOqkDJPIQYLaubaOzc2si-neg cio4QKxDOWinO2bizLvrt3TL93e?iF4VD;
5x10 MT20HS--
5x6 5x6 5x8
6 7 8. 9
Dead Load Defl. = 9A6 in
85:12 =
10
10 11 -- 115 - . T- 15 14 --13 - . -- 12 -- -- -- 11
1 OX10 10x14 MT201-19-- 1 0x1 4 MT20HS-- I 8x10 8X8 I 0x14 MT20HS-- 1 0x14 MT201-1-R-- 10X10=
%8-2 1 0 1
16_1_0
1�3 8
L
L6 6-0
31
�0-21
5 _0 _�8
5_�� 1
_
&
_B
5_f
I
5-
-Plate Offsets (X,Y)— [1:0-5-4,0-3-61, [2,0-3-0,0-2-8], (9:0-3-0,0-2-8],110:0-5-12,0-3-4], [11:0-4-5,0-0-2], [12:0-3-8,0-5-12],
[13:0
[16:0-7-0,0-6-01, [17:0-3-810-5-121
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/defi
Ud
TCLL 30.0
Plate Grip DOL 1.00
TC 0-.91
Vert(LL)
0.48 14-15
>917
360
TCDL 15.0
Lumber DOL 1.00
BC 0.87
Vert(TL)
-0.97 14-15
>455
240
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
LUMBER -
TOP CHORD 2x6 SP 240OF 2.OE
BOT CHORD 2x8 SP 240OF 1.8E
WEBS 2x6 SP 240OF 2.OE *Except*
Wl: 2x8 SP No.2, W3:2x4 SP No.3
BRACING-
TOPCHORD
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
31048/0-6-0 (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
when shown.
TOP CHORD
1-18=-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, 9-10=-33207/147�7,
10-11=-27122/121,82
BOTCHORD
18-19=421�645,19-20=421/645,
17-20=-421/645, 1 71-211 =-14865/33107.
211-22=-14�065133107. 22-23=-14865,133107,
16-23=-14665/33107,16-24=-23991/5:3664,
24-25=-23991/53664,16-25=-2399i/53664,
15-26=-28685/64323, 26-27=-28685/64323,�
14-27=-28685/64323, 14-28=-23939/53700,,'
28-29=-23939/53700, 29-30=-23939/53700,
13-30=-23939/53700, 13-31 =-I 4797/3320��
31-32=-1 4797/33207, 12-32=- 14797/33267,
12-33=-283/628, 33-34=-28�/628,
Uontinuect on page 2
BOTCHORD
18-1 9=-421/645,19-20=-421/645,
17-20=-421/ 645, 17-21=-14865/33107,
21-22=-148�5/33107, 22-23=-14865/33107,
16-23=-14865/33107,
16-24=:-2399�1/53664, 24-25=-23991/53664,
15-25:=-2399'1/53664
15-26=-28685./64323, 26-27=-28685/64323,
14-27=-28685/64323,
14-28=-23939/53700, 28-29=-23939/53700,
29-30=-23939Y53700,
13-30=-23939/53700, 13-31=-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=-18750/42p86, 1-17=-18695/41998,
9-12=-17699/8135, 2-17=-17751/8156,
9-13=-1 1902/26762, 2-16=-1 1928/26786,
8-13=-9460/4441, 3-16=-9446/4422,
8-14=-6205/13889, 3-15=-6155/13825,
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 - 1 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 oc.
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.
'7
12], [15:0-5-0,0-5-12],
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 1814 lb FT = 0%
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=0.18; C-C Exterior(2); end
vertical left exposed; Lumber DOL=1.60 plate grip
DOL=1.60
4) Provide adequate drainage to prevent water
ponding.
5) All plates are MT20 plates unless otherwise
indicated.
6) Plates checked for a plus or minus 0 degree
rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
9) Bearing at joint(s) 18, 11 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 13324 lb uplift
at joint 18 and 13833 lb uplift at joint 11.
yff4ilisploottlisical Rd Of TOD, Poll
Ailldu.m, lint soaJh met fgaRTDD%NtWJd. Anthony T. Tombo III, NE.
80083
4451 Srt. Lucie Blvd.
Th Ims Deop lopit is NOT I. Fp.dai k,9q. Fort Pierce, FL 34946
zt (Wop�yfighi 0 2016 A-1 Roof Tiosses - Authogy L TDIT1111) Ill, ]i Reprodartion of this document, in any fains, is plobibited whboutibe witten peurission fisson A-1 Roof Misses - Anthony L Tombo Ill, P.E.
Job
Truss
Truss Type
Qty
Ply
6�21'5R
AOIG
FLAT GIRDER
2
5
A0051167
Job Reference (optional)
- ---- ---- -
Al Roof Trusses, Fort Pierce, FL 3494(j, design@al truss.com b.uzu s zjep io /ui J Vill ieK mausines, Inc. r-n NOVI tS I J:.Jb:.JZdU_IO r-age z
I ID:U7KXdEeOgkDJPIQYLaubaOzc2si-neg_go4QKxDOWinO2bjzLyrt3TL93e?iF4VDZuyHxwP
NOTES-
11) Hanger(s) or other connection device(s) shall be
-provided sufficient to support concentrated load(s) 1024
lb down and 477 lb up at 2-0-12, 2136 lb down and 901
lb -up at 2-0-12, 1024 lb down Ind 477 lb up at 4-0-12,
2*M 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 it 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 Increase=1.00
Uniform Loads (plo
Vert: 1-10=-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=-1 024) 26=-3160(F=-2136, B=-1 024)
27=-3160(F=-2136, B=-1024) 28=-3160(F=-2136,
B=-1 024) 29=-3160(F=-2136, B=-1 024)
30=-3160(F=-2136, B=-1024) 31=-3160(F=-2136'-
B=-1 024) 32=-3160(F=-2136, B=-1 024)
33=-3160(F=-2136, B=-1024) 34=-3160(F=-2136,
B=-1 024) 35=-3160(F=-2136, B=-1 024)
"'dq - 11 tk..p roinrti'l I 100F TIOSSES rS[LLn 5111011. TENS & (OuDISHINS (USMXCW 40111111IBMW I,.. Ytrty itfil. Iss.9. " d ron ts fts loss Iltsip Comity (TD01 ad W hitty 17%,12 11, 11 1,1.m Sled IqA to, 119"s badAst SWA;', fle I.DD;Z I
st
Th6uptioarmIning( Anthony T. Tornbo III, P.E.
cofm d &S Too* UfU116ty IsthauntIlkly dIkeNn'. Ist Bet1w, Mft fthallfil X ft it(.A Its Ind InIftj oil sul Ty.I. "11=1111s,
280083
All wts so ul oth Mol Ih Insoas rA;A1s6s a to Ifirl'.1 kistol ky Mass SRI mr0malf. lit" -pd.. 791 defiallisnpatubdIffin Wdft ofasloo Itals..rosss Slanin Fp.no'.. 441111. Lucie IN,
IN qW.4 Ins Irtasiftel 13TITI. Fort Pierce, FL 34946
(oppighl 0 2016 A-1 Roof Trusses - Wholly L Ionic 111. P.L ReprIl of shis docusnern, in any form, is ptobibiled whlioutlbe written peranission from A-1 Rcallitesses - AothonyT. Tessin lit, P.E.
Job
Truss
Truss Type
Q
It
64215R
A02G
FLAT GIRDER
2
5_Job
A0051,168
Reference (optional)
Al Hoot I russes, I-ort Pierce, t-L 34945, design(a_Dal truss.com 8.020 s Sep 13 2016 MiTek Industries, Inc. Ffl Nov 18 13:39:34 2016 Page I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-jIG15T5gsYTkmOwngOIRQNwLdG7OXdLjo�-KdnyHxwN
-2 9-11-5 1%83 1 19-5-2 4�O 4 T-7
4-8-14 ;4 4-8-14 L4 -_2 0-7-4
5x8 = 4x4 = t 4x4 = 2x4 11 5x6 = 4x4 = 5x8 =
12
L
Wi
L
V I
IVI
L
IVI
U
lv�
_J
W1
F�
LJ
- J
15
is
17
12
1A
1Q
gn
91
99
:s3
Dead Load Defl. = 3A6 in
9
4
14 is
lu
248
8x10 loxio
7x8 8xa
8x8
10X10
8x10
9-1 ii5 1%8-3 19-5-2
9 - 4
4-7-8
5-2-6
4-8-14 -14 4-8-14
0 -f 1'2
5_0_Tt
Plate Offsets (X,Y)-- [1:0-3-12,0-2-0], [2:0-1-12,0-1-8],16:0-1-12,0-1-81, [7:0-3-12,0-2-0],
[8:0-4-6,0-0-1], [9:0-3-8,0-5-12], [10:0-4-0,0-5-8], (11:0-3-8,0-6-41, [13:0-3-8,0-6-41,
[14:0-4-13,0-0-21
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl
Urd
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.33
Vert(LL) 0.1410-11 >999
360
MT20 244/190
TCOL 15.0
Lumber DOL 1.00
BC 0.46
Vert(TL) -0.2810-11 >999
240
BCLL 0.0
Rep Stress Incr NO
WB 0.67
Horz(TL) 0.05 8 n/a
n/a
BCDL 10.0
Code FBC2014TrP[2007
Matrix-MSH
Weight: 1119 lb FT = 0%
LLIMBER-
TOP CHORD 2x6 SP 240OF 2.OE
BOT 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 Harz
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
1-1 4=-1 6663/7511, 1-2=-1 8604/8410,
2-3=-27118/12165, 3-4=-27062/12103,
4-5=-27062/12103, 5-6=-27062/12103,
6-7=- 18629/8322, 7-8=- 16660/7531
BOTCHORD
14-1 5=-390/570, 15-1 6=-390/570,
13-16=-390/57.0, 13-17=-8410/18604,
12-17=-8410/18604, 11-12=-8410/18604,
11-18=-12165/27118,18-19=-12165/27118,
10-19=-12165/27118,10-20=-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=-10828124298,
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
Continued on page 2
WEBS
7-9=-10850/24294, 1-13=-10828/24298,
6-9=-7953/3791, 2-13=-8016/3815,
6-10=-5151/1 �1489, 2-1 1=-5187/11598,
4-1 0=-490/465, 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/1/2" diam. bolts(ASTM A-307) in the
center of the member w/washers at 4-0-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as �front (F) or back (B) face in the
LOAD CASE(S) stiction. 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=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
ponding.
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, 4.
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.
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 Its down and 477 lb up
at 4-0-12, 2136 lb down and 901 Its 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 Its 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 Ib 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 Ib 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 d-own and 477 lb up at 18-0-12, 2136 lb down
and 901 lb up at 18-0-12, 1024 lb down and 477 Its 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 Ib 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 lncrease=1.00
, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-7=-90, 8-14=-20
Concentrated Loads (lb)
41 We" Ant losup norts, too 'A.] 1110V TIOSSES ('5111n RIOUL TONS& COSUITTIONS (USIORCM1011 1031011111" IM
YJAkas",11 It os�! Its Tint nestle 144M jLl� SFmdl sh ur� tiny TOO uputsls 0 KNIFessol d W 11-!H113131 1114EMel 11SPISAIIII to, ass du,pd too voIlt Irns 1.11ild ..tkt NO tgf. WerTKI. Th6sip Anthony T. Tombo III, U.
.date 1161 Worse at tdfq IsAveluaffilty stake Girser. at Omes allUtl 4eet O.q., . no,00 0 Its ir. No IK asoln, W 1.161 We god MI. Ike WA1.1 a not Too aq y 091 ofil Tmss. Met,, mw5n. IrAp, red Sang liefit, tu ivpsnaddy a 3 80083
III let's so." Mr. INDIA 1. I.Isd! pffinn d no todal Instant S*ybt=m.WQIdhskd INS Mall SKI art retumthr p" gudn� Thl 011uslores"idetts asoIffles ifft'rins Ontlesor, Tons CoM fjpnffaiTmss Ymafmuwess
The Tress Des,F fqisetrls NOT 14 14111.10esqw, set Ims SI �1911ffdtseybddko; AII.IffelatellossesmadthadhTIP. 4451 St. Lucie Blvd.
Copyright 0 2016 AA Roof Irosses -AafhoayL Torahs III, P.E. Repiedudion of this domneat in any form, is prohibited whhoulthe written p emission from AA Roof Tresses -AntbonyL Totals 111, 1`1 Fort . Pierce, FL 34946
Job 1�
Tru s
Truss Type
64215R
A02G
FLAT GIRDER
2
5
A0051 168
�-Job Reference (optional)
Al Roof Trusses, Fort Pierce, �I_ 34946, design@al truss.corn 8.020 s Sep 13 2016 MiTek Industries, Inc. Fri Nov 18 13:39:34 2016 Page 2
1 ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-j1 G15T5gsYTkmOwngOIRQNwLdG7OXdL_jCLKdnyHxwN
LOAD CASE(S)
Standard
Concentrated Loads (lb)
Vert: 12=-3160(F=-2136, B=-1 024) 11 =-3160(F=-2136
B=-1024) 15=-3160(F=-2136, B=-1024)
"!16=-3160(F=-2136, B=-1024) 17=-3160(F=-2136,
B=-1 024) 18=-3160(F=-2136, B=-1 024)
19=-3160(F=-2136, B=-1024) 20=-3160(F=-2136,
B=-1 024) 21 =-3160(F=-2136, B=-1 024)
22=-3160(F=-2136, B=-1024) 23=-3160(F=-2136,
B=-1 024) 24t::-3167(F=-2140, B=-1 027)
IM
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MiTiko n". is Anthony T. Tornbo III, P.E.
CA'std6is Tmifir ity kAfiq d1M Omit, air Ones .6.6d clWarikefdia; Itsiriu, . ft aninidditi, X t. Map bt Ind ThWpiddih a 80083
bbliquinf., Weavinsi. 111nim sit alb to TDO tal att ImMaisaidjAhn ontlaw.1 MWSYAmnrl�dhr pitidgdatat. T&I fthanbruptisiddhn anddid"afth Tins Onts.,lins4up bituff ml 4451 St. Lucie Blvd.
4,, 1, H141 IyO pots WWA Wrist InapildizedlusitsiesoldoilhT111. Fort Pierce, FL 34946
CapyriSh' 0 201 6 M Roof Tiasses - Anthony T. Tombe 111, P.L lep.�d'uaicn of [his domment, in any form, is prohibited whbourfibe Wiftill Ferlaissi(M from A-1 Roof Tresses -Anthony L Tomho III, P.E.
Job
Truss
Truss Type
Qty
Ply
64215R
B01
GABLE
2
1
A0051169
Job Reference (optional)
tA i mucti i rusties, rur-L r-ierce, rL zmj,4o, ciesigntga I truss.com
0. 2 5 Ff2-
tJ.UZUS,jeplJZUlt)MileKinauslnes, Inc. 1--n NOV lb 1;J:JS:J52U1ti Fagel
i
5x6 = 5x6 = 6x6 = 5x6
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2
.6 =32 -
its
0
sit
Is
Is
Is
Is
am
I
0
111
sit
Is
a
11 n
a
Is
a
0
--1s
IN
is
a
...............
..................................
..........
-------------------------
--------
a
---- ---
-
66 65 64 63 62 61 60 59 58 57 56 55' 5453 52 51 50 49 48 47 46 45 4443 42 41 40 39 38 37 36 35 34
5x6 = 5x6 = 5x6 � 5x6 =
LOADING (psf)
SPACING-
2;0
CS1.
DEFL.
in (loc)
I/clefi
L/d
TCLL 30.0
Plate Grip DOL
.�O
0
TC 0.02
Vert(LL)
n1a
n/a
999
TCDL 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 FBC2014ITP12007
Matdx� SH
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=-166(Lu 4),
51 =-I 74(LC 4), 52=-I 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), �9=-172(1-C
4), 60=-172(LC 4), 61=-172(LC 4),
62=-I 73(LC 4), 63=- 1 75(LC 4), 64=-215(LC
4), 65=-I 14(LC 4), 49=-1 74(LC 4),
48=-1 73(LC 4), 47=-1 72(LC 4), 46=- 1 72(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=-I 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
9), 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=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
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 ANSI/TPI 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 itsbenter.
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 IGO lb uplift at
joint(s) 66, 34 except ljt7-lb) 50=1 66. 51 =1 74, 52=1 73,
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: 1-117�90,17-33=-90, 34-66�105(F=-85)
PLATES GRIP
MT20 244/190
Weight: 399 lb FT = 0%
go" -&io 1h,A4 1001 11ISS[Srsaun MWL 111115 & (010111013 wourIM)II110411090r.,vot. Mir mod"NT01ol,
Arsthony T. 'rombo III, PLE.
06*4 not Ins, Its oisWhsj.s1so,P-WY dot am, atom's strinninniq'if at ocrind 611kiff.5i 11C.1fa 1"91;J1.1 ties WIN. It ispool kittID sit im hef oil to tress. unwit; itsift ouiqc k1kisn"aa boun" stoats Pt 114ouldel 9 180083
soI1.StsLw;Isrjoo; SifOr briumv"guipoLow � TH i SKI crohossnils, Isser.d I.Is. MI arms flo oil"Altis asi I'm slat ims; :111M. T."is usip Rundiatorjilsis
Ton 4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Copyright 0 2016 AA Real Trusses - ActImay 1. lombe 111, 1`1 Repioduttion of ibis statement, its any (aim, is pichibiled without The iijiflea peimisiiers from AT Roof Trusses - Anthony T. Taisho III, IsL
C?
Job
Truss
Truss Type
Qty
Ply
A0051170
64215R
B02
Common
30
1
Job Reference (optional)
tA i moor i rus5es, rai-L r-wuuv, rL 0�0, UUWYII�W�d i Ll U�b- I I
Sol
19
0.25 F1 —2
7-1-9
Dead Load Defl. = 5/16 in
6x6
2 3 T-P 8 9
N)
q2
r
4
W3
%V7
4 1
134
�V
B!
311,
18 17
3x8 1i
1615 14 1312
5YB --
10
U6 11
17
�r
LOADING(psf)
SPACING-
2-0-0
CS1 I
DEFL.
in
(loc)
I/defi
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC' 0.54
Ve�(LQ
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
Wp 0.88
Horz(TL)
0.11
10
n/a
n/a
BCDL 10.0
Code FBC20141TP12007
M I atrix-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 verticals.
BOTCHORD
4-6-0 oc bracing: 10-18
WEBS
1 Row at midpt
1-17,2-16, 8-12,9-11
MiTek recommends that Stabilizers and required
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 except
when shown.
TOPCHORD
1-1 8=-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=-2630/1657, 9-1 0=-2202/1442
BOTCHORIJ
16-17=-1 651/2624, 15-16=-2682/4259,
14-15=-2682/4259, 13-14=-2682/4259,
12-13�2682/4259, 11-12=-1 651/2624
WMS
1-1 7�2012/3199, 2-17=-1 762/1273,
'2-16�1227/1946,4-116=-9231735,
4-14=-239/644, 5-14�353/347,
6-44--239/644, 6-12=-9231735,
8-12=-1227/1946,8-11=-176211273,
1-17 1 =-2012/3199, 2-17=-1 762/1273,
2-16= 1227/1946, 4-16=-9231735,
4-14=-239/644, 5-14=-353/347,
6-14,=-239/644, 6-12=-923f735,
8-lp=-1227/1946,8-1 1=-1762/1273,
9-11=-2012/3199
1 Y Unbalanced roof live loads have been considered
fdr this design.
Wind: ASCE 7-10; Vult=1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft;
Pat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
Lumber DOL=1.60 plate grip DOL=1.60
b) Provide adequate drainage to prevent water
poncling.
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 CASE(S)
Standard
III Iffis 14mbpd(U. spdayfnwfl.� It I'd "of M apsan a mostall da apuntpup.WWr 61 hsip d1k skill Ims iqm 010113 .11, aid 161, 1hiwPSsSjEm,WSqa41.n"a*L� Anthony T. Tornbc, III, P.E.
ubati Its Inis I" cry bat; it Itatimi�r1dik. 0—, 6, C�M% Anild tialwhboN I.S*v, M 6, 11M.Wit X It [Kedbludbiff.; ad-1111-1. N opdOUTO td an fidi .%,Aft Inn, h644 W4 Stoop. inlft..d�aat tkU)t oil in Mh 18008
1 . d 1 3
ON Wbj(wwaS M WSW at leff""Ito ined ptwt Mi testno; "Imsdiffils A ban dN rm, Nw, DO OnSis 11pe ad IMS AnStaffwins
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Zi (oplight 0 2016 A-1 Roof RUSS.,. Anthony L Tombo 111, P1 I.Pladatfica ef this Murntfli, is any forus, is pichibited without lie initlen pemission hom A -I lical liasses - AnlhamyMambo 01, P1
Job
Truss
Truss Type
Qty
Ply
6421.5R
C01
GABLE
4
1
A0050 171
Job Reference (optional)
.. . — , " --, . u U.�.Wr I I
muzu s :iep IJdUlt) Mi I eK inciustnes� inc. t-n NOV IIJ 13:39:31 2UJtj Page 1
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-7cAV8Z8TsidTfMr8l82?YsjUFik6zRPMD—E6yHxwK
20-2-0
3x4 11 4x6 = cit = - 0.25 Fl-2 3x4 11
2 3 4 5 6 7 a A 10 11 12 13 14 15 16 17
3x4 11 33 32 31 30 29 �' 28 27 26 2524 23 22 21 20 19 18
6x6 = 5x6 = 3x4 11
LOADING (psf)
TCLL 30.0
TCDL- 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr NO
Code FBC2014ITP12007
CS1.
TC 0.34
BC 0.08
WB 0.17
Matrix-SH
DEFL. in (loc) I/defl L/d
Vert(LL) n/a - n/a 999
Vert(TL) n/a - n/a 999
Horz(TL) -0.00 18 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 196 lb FT 0%
LUMBER-
TOPCHORD 2x6 SP No.2
NOTES-
BOTCHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
W3: 2x6 SP No.2
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=27ft;
OTHERS 2x4 SP No.3 *Except*
Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2);
STI: 2x6 SP No.2
cantilever left exposed ; end vertical left exposed;
BRACING-
Lumber DOL=1.60 plate grip DOL=1.60
TOPCHORD
2) Truss designed for wind loads in the plane of the
Structural wood sheathing directly applied or 6-0-0 oc
truss only. For�studs exposed to wind (normal to the
purlins, except end verticals.
face), see Standard Industry Gable End Details as
applicable, or c6nsult qualified building designer as
MiTek recommends that Stabilizers and required
per ANSI/TPI 1,.
cross bracing be installed during truss erection, in
3) Provide adeq6ate drainage to prevent water
accordance with Stabilizer Installation guide.
ponding.
4) All plates are 2x.4 MT20 unless otherwise indicated.
REACTIONS. All bearings 19-5-0.
5) Plates checked for a plus or minus 0 degree
(lb) - Max Horz
rotation about its center.
33= 355(LC 5)
6) Truss to be fully sheathed from one face or securely
Max Uplift
braced against lateral movement (i.e. diagonal web).
All uplift 100 lb or less at joint(s)
7) Gable studs spaced at 1-4-0 oc.
except 18=-133(LC 5), 33=-499(LC 4),
8) This truss has been designed for a 1 b.0 psf bottom
32=-640(LC 5), 31=-187(LC 4), 30=-177(LC
chord live load nonconcurrent with any other live
5), 29=-1 74(LC 4), 28=-1 72(LC 5),
loads.
27=-1 72(LC 4), 26=-1 72(LC 5), 25=-1 72(LC
9) * This truss has been designed for a live load of
5), 23=-1 72(LC 4). 22=-1 72(LC 5),
20.Opsf on the bottom chord in all areas where a
21 =-1 73(LC 4), 20=-1 79(LC 5), 19=-217(LC
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
4)
bottom chord and any other members.
Max Grav
10) Provide mechanical connection (by others) of truss
All reactions 250 lb or less at joint(s)
to bearing plate capable of withstanding 133 lb uplift at
18 except 33=542(LC 9), 32=618(LC 7),
joint 18, 499 lb uplift at joint 33, 640 lb uplift at joint 32,
31=317(LC 10), 30=310(LC 10),
187 lb uplift at joint 31, 177 lb uplift at joint 30, 174 lb
29=307(LC 10), 28=307(LC 10),
uplift at joint 29, 172 lb uplift at joint 28, 172 lb uplift at
27=307(LC 10), 26=307(LC 10),
joint 27, 172 lb uplift at joint 26, 172 lb uplift at joint 25,
25=307(LC 10). 23=307(LC 10).
172 lb uplift at joint 23, 172 lb uplift at joint 22, 173 lb
22=306(LC 10), 21=310(LC 10),
uplift at joint 21, 179 lb uplift at joint 20 and 217 lb
20=301(LC 10), 19=347(LC 9)
uplift at joint 19.
11) Non Standard bearing condition. Review required.
FORCES. (lb)
12) In the LOAD CASE(S) section, loads applied to the
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
face of the truss are noted as front (F) or back (B).
when shown.
WEBS
2-33�382/329. 2-32=-4491571
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00
Plate Increase=1.00
Uniform Loads (plo
Vert: 1-17=-90,18-34=-105(F=-85)
vo.q.111foaftmill am. ftll 100f HUMS(RIL91, OWL TEN t I Coup 0—timpoolAl hrl000? 1.11.ki a FE fib-, shil 10.11 W.. MudhImit "wo im M. 1.�
As I Ims him E".r.'Spdw Eol—� Im ad "M TO aPm - WPUN01h rtkisad 111t fisip d fm all, T.s vti� [W. Anthony T. Tornbo III, PLE.
dtt T-A ut..7 hdi mil lkt rNsk W44honit ftq"MWm'Wb!" iid 1. lu ft!)WAdm of
51 Iftithailaiffilbini tan AN Tw h.por. Ims Owfifspieff RfTms mushoff, 41$S 4 80083
4451 St. Lucie Blvd.
(opyiighl V 2016 A-1 Roof liasses - Antbarry 1. Tomho K P1 Replodurlion of this dcooment, il any form, is prohibited wilhoul The wiflen peimission from A-1 goo) litilses - Aflihony 1. limbo 111, P1 Fort Pierce, Fl. 34946
9
Job
Tru s
Truss Type
Qty
Ply
A0051172
64�15R
CO2
JACK-GLOS ED
60
1
�
Job Reference (optional)
Al Hoot I russes, t-ort elerce, i-L. z4y:mb, cesign(c_va itruss.cony
QYLa &r'��vry EdEYOrqNaD5tiuMbTOGaeOyYmYyHxwJ
10:U7KXdEeOgkOJPI uba sj-
7-1-14 5-11-13
US 3x6= 0.25F1-2
3x4 11 5x6 3x6 5
1 2 3 4
V, V.
12 1, 10 8
3x6
3x4 11 3x6 11 3x6 3x6
-14
LOADING (psf)
TCLL 30.0
SPACING-
Plate Grip DOL
2
300
CSi.
TC 0.96
DEFL.
Vert(LL)
in
-0.07
(loc)
7-8
Vdefi
>999
L/d
360
TCDL 15.0
Lumber DOL
1.00
BC1 1.00
Vert(TL)
-0.18
7-8
>999
240
BCLL 0.0
Rep Stress Incr
YES
WP 0.87
Horz(TL)
0.03
7
n/a
n/a
BCDL 10.0
Code FBC2014frPI2007
M�trix-MSH
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 cc bracing: 7-11
10-0-0 cc bracing: 11 -12
WEBS
I Row at midpt 5-7
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
7 1044/Mechanical
11 1142/0-8-0 (min. 0-1-8)
Max Horz
11 368(LC 5)
Max Uplift
7 -734(LC 5)
11 -863(LC 4)
Max Grav
7 1125(LC 10)
11 1208(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
when shown.
TOPCHORD
2-3-�-1203/804. 3-4=-12171787,
4-5=-1209/788, 6-7=-2911250
BOTCHORD
9-10=-834/1205, 8-9=-834/1205,
7-8=-80611217
WEBS
2-10=-85311356, 3-10=-6321532,
5-601256, 5-7=-1406/933,
2-11 =-1 296/1020
I
1) W1nd: ASCE 7-10; Vult=1 70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=27ft;
Cat.1.11; Exp C; Encl., GCpi=0.18; C-C Extedor(2);
can�ilever left exposed ; end vertical left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
3)� , Plates checked for a plus or minus 0 degree
rotation about its center.
41
c�This truss has been designed for a 10.0 psf bottom
ord live load nonconcurrent with any other live
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
3x4 =
6 Dead Load Dell. = 1/8 in
7
5x6 =
PLATES. GRIP-
MT20 244/190
Weight: 126 lb FT = 0%
Vowel -Am, 0.lqV? leaf
Anthony T. Torritio III, P.E.
w1w, start Ins, 1-my Wks; isbalpsWerdal Ow. 6. om's Whv"soet'. 6, "Wol lk X It Uneltlslesd hillial ullewiT111. 180083
awls
4451 St. Lucie Blvd.
9. 1-59 4 own WOL Its here 041tim U;sm is kol 51 161fq 11"s System 40"'ordwy Welt Fort Pierce, FL 34946
Copytigbi 0 2016 A-1 Pool Trosses - Amboary L Tombo 111, P.L 1'e I PI'dorlion of ibis dcromeol, in any farm, it piabibittil withoul the wlitlen pelmisihis from A4 toot llasses - Anthony 1. Tombo (11, lel, I
Job'
Truss
Trus Type
Qty
Ply
64215R
MVA
Valley
4
1
A00511173
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.Gom 8.020 s Sep 13 2016 MiTek Industries, Inc. Fri Nov 18 13:39:39 2016 Pa6e I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-L4e8B9pg460snplyZLc7Qd2JHpqc�-wjtg!51?yHxwI
11-2-11 1-04 1�114 1 20-5-0
1_9_� 5V .5 7-11-12
3.75 F1-2 4x6 7:-
6
3x8 MT20HS--
2X4 11
45
4x6
2x4 11 3
3x4 11 8
2
6.00FI2
1 E 3x6 3x6
10
2x4 11
C4
3x4 11
12 112x4 11
7 u--J
6 6
04 1 on
7
9
Dead Load Defl. = 3/16 in
LOADING (psf)l
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
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
187/143
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 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
12= 629(LO 4)
Max Uplift
All uplift 100 lb or less at joint(s)
7 except 12=-128(LC 6), 6=-339(40 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=598(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 -1 2=-700/247, 10-11 =-703/260,
9-10=-703/240, 8-9=-685/260,
6-8=-262/105
WEBS
3-10=-492/408, 3-8=-1421397,
4-8=-712/686, 2-11 =-493/481
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasc1=1 32mph; 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) 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 I 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 ANSIITPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 7 except 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. 1
9) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S)
Standard
lfataj -P[tist ftlooma. ft *14 10F MIL HW & (COWKS ;1— Fair 141,Fs wat"sail'"I .111 looks Im Dalp O'siti(MrIvAl latall T. flat. Ul. Ff. Manor slill 1114t.g. Will ft.tst smManot r6a, Wy
Is i floor Divil Milpitas Ill 11M. ilthupasiallisal, W'siasomi: Motility Anthony T. Tombo, III, P.E.
4 80083
Own ill to oint at polt.0i olft "(,M)9.95dior dusloo,oisrS11 Fishild l"111 WSKI at lefff"alln fevia Fluor 4451 St. Lucie Blvd.
I" Fort Pierce, FL 34946
Zt Upright 0 2016 A-] Roof rtones -Anthony T. foribolli, Ullepiodutlion d Air docurritnt. in cay film, is piobibited wilkool The sointo ptialisiiao from A-1 Roof liusses - Alifficayr, Tialso Ill, P.E.
Job
Truss
Truss Type
Oty
Ply
A0051174
6015R
MVB
Valley
2
1
�
Job Reference (optional)
Al Koot I russes, t-ort Hierce, FL .34946, design@aitruss.com
O.UZU 5 oup jo zu lu ivil I un 111- — INUV IU 1--01 — lu I QU� I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-�_4e8B9pg460snp[yZLc7Qd24HpuC_yjtgi5l?yHxwI
7-1-3 L2 5 8 20-5-0
111V
5-7-15 7-11-8
3.75 [1-2 4X6 :::6
7 in
Dead Load Del. 3116 in
3x6 t-,; 2x4 111111
5
4 6�� 4
3x4 11
3
2x4 11
8
c�
1 2
5X8 6.00 fl-2
B
2x4 11
11 10
3x4 11 5x6:::
7-1-3 1 12-5-8 04-0
111-0
5-7. 1--8
6_ . __
Plate Offsets (X,Y)-- [2:0-2-T3,0-0-01, [6:0-4-15,0-2-41, f8:0-2-4, _3-01f
LOADING (psf)l
SPACING- 2-0-0
CSIj
DEFL. in (loc) I/defl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.98
Vert(LL) -0.11 6-8 >674
360
MT20 244/190
TCDL 15.0
Lumber DOL. 1.00
BC� 0.55
Vert(TL) -0.29 6-8 >270
240
BCLL 0.0
'
Rep Stresd In sir YES
WB 0.20
Horz(TL) -0.01 7 n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix-S
Weight: 84 lb FT 0%
LUMBER -
TOP CHORD 2x4 SP No.2
4) - This truss has been designed for a live load of
BOTCHORD 2x4 SP No.2
20 Op f on the bottom chord in all areas where a
'. I
WEBS 2x4 SP No.3
recta gle 3-6-0 tall by 2-0-0 wide will fit between the
P�
BRACING-
bottom chord and any other members.
TOPCHORD
5) Be' aring at joint(s) 6, 7 considers parallel to grain
Structural wood sheathing directly applied, except end
I
valu p using ANSI/TP1 I angle to grain formula.
verticals.
I
Buil ing designer should verify capacity of bearing
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
su2ce.
6) Provide mechanical connection (by others) of truss
MiTek recommends that Stabilizers and required
to bearing plate capable of withstanding 100 lb uplift at
cross bracing be installed during truss erection, in
joik(s) 7 except at --lb) 6=338, 11 =21 0, 1 0=259. 9=390
accordance with Stabilizer Installation guide.
6=772.
,
7)1 Beveled plate or shim required to provide full
REACTIONS. AJI bearings 20-5-0 except at=length)
lb�aring surface with truss chord at joint(s) 7.
7=0-3-8.
(lb) - Max Horz
LOAD
I I= 629(LC 4)
CASE(S)
Max Uplift
Standard
,All uplift 100 lb or less at joint(s)
7 except 6=-338(LC 4), 11 =-21 O(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), 10=647(LC 9),
9=628(LC 9), 8=858(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
BOTCHORD
10-11 =-614/211, 9-1 0=-671/233,
8-9=-6661235, 6-8=-256/101
WEBS
2-10=-598/589, 3-9=-525/441,
5-8=-705/679, 3-8=-124/370
NOTES-
1) Wind: ASCE 7-10; Vult--1 70mph (3-second gust)
Vaqd=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 rotati
about its center.
3)'Mis truss has been designed for a 10.0 psf bottor
chord live load nonconcurrent with any other live loa�
Anthony T. Tornbo 111, P.E.
Di sypoW at Toss, xVvjkffla� fto;L. kail-WacalkoLial skalt as 180083
mi 4451 St. Lude Blvd.
'ur b;ie is 0 r" 14115n Niijar'v T.9 sph. E%itrj wwf't In tqh1adis.so g% kbd i. Mi. Fort Pierce, FL 34946
(op)(ight Z; 2016 A-1 Root hassei -AosbamyL lamba UI, P.E Repiptimlion of [his dotument, ii any (aim, is pichibited willoul the wiflers peimisiho hom Al Root hosses - Adhosyt Tambo 111, PI
Job
Truss
Truss Type
Qpy
Ply
-F
64215R
NIVIC
Valley
2
AO0511175
Lb
Reference (optional)
uu ....... F�' L rj-�U' r" �W�U' uvblyth—wu j trubti.curn ts.uzu s jep ii zu-i o mi I eK Industries, Inc. f-n Nov 16 13:39:4U ZU1 6 Page I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-YBeOMXARROEtUxOxWGsrgeADOhg5xR5t5KRerRyHxwH
3-5-4 -1-1 1 5-5 20-5-0
1 -14 7-11-11
3_�_3 g_�
3.75 F-12 4x6 �� 6 7
5x6 �� j
LOADING (psf]l
SPACING-
2�0
CS'.
DEFL.
in
(loc)
I/defi
Ud
TCLL 30.0
Plate Grip DI X
�00
TC 0.97
Vert(LL)
-0.12
6-8
>671
360
TCDL 15.0
Lumber DOL
1.00
BC 0.55
Vert(TL)
-0.29
6-8
>268
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.21
Horz(TL)
-0.01
7
n/a
n/a
BCDL 10.0
Code FBC2014fTP12007
Matrix-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)
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), 1 0=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, 9-10=-684/250,
8-9=-684/257, 6-8=-262/107
WEBS
2-1 0=-379/372, 3-9=-404/326,
5-8=-7291703, 3-8=-138/381
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.
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/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 11, 10, � except Ot=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.
1
LOAD CASE(S)
Standard
d)
C�
.0
Dead Load Dell. = 3/76 in
PLATES dRIP
MT20 2441190
Weight: 81 lb FT = 0%
Is s I..'% I"? *'hp. spaiq foptu� Ith Ud "a? ru up"Iers a W110a db pf—w fs'-snqwpn�* 4, M Asip d fm shift Tt,%% dgmWo FRIN uI!, Wer 161. he iflip uP*sQj' 6ffq maea� '06444 Anthony T. Tombo 111, NE.
Aflullsof 10. Its dirafth", 03sw9l (I.I.MInfirs I! M VIM allessundf. retes'l rittest 180083
4451 St. Lucie Blvd.
NT Fort Pierce, FL 34946
Copyrifilif 0 2016 A -I Roof Trusses - Anthony I. fambo 111. P1 Repodatfion of Ibis dolonstni, in any term, is istobibited wilioul The wiffen petmission from A-1 Roof hoises - AnIhnoy Mambo 111, P.L
Job *
Tru a
Truss Type
Qty
Ply
A0051176
64215R
MVD
Valley
2
1
Job Reference (optional)
Al Hoor i russes, r-on t-ilarce, r-L .54u4o, oesignq_va i Lrubb.wrij
5-5-4
2x4 I
""' ' "Ij . � — . .�
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-��z�;2i�;8;,M,k,5"5,z"74' 'N''4'CdOc5V[guHOK—BCNtyHxwG
3.75 FI-2 4x6 ��
2x4 11
3x6 -:-: 5
4x6 4
2X4 11 3
2
4
U6
W,
Ti 8
6. 0 OF _2
2x4 11 2x4 11
10 1 9
5X6 �:
C11
Dead Load Deff. = 3/16 in
Plate Offsets (X,Y)—
[6:0-4-15,0-2-41
1
LOADING (psf)
SPACING-
2-0-0
csi.
DEFL.
in
(loc)
I/clefl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC1 0.98
Vert(LL)
-0.12
6-8
>668
360
MT20 2441190
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 FBC20141TP12007
MPtrix-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 Ot--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=-336(LC 4). 11 =-1 85(LC 4),
1 0=-1 23(LC 4), 8=-812(LC 4), 9=-1 OO(LC
4)
Max Grav
All reactions 250 lb or less at joint(s)
9, 7 except 6=412(LC 9), 11 =265(LC 9),
1 0=531 (LC 1), 8=896(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
when shown.
BOTCHORD
10- 11 =-629/21 9, 9-1 0=-681/222,
8-9=-682/242, 6-8=-266/108
WEBS
2-1 0=-490/473, 5-8=-744/717,
3-8=-125/375
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)l
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 I I
2) Plates checked for a plus or minus 0 degree rotation
WWI: its center. 1
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) * T his truss has been designed for a live load of
20.0p'sf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
I
bottpm chord and any other members.
5) gearing at joint(s) 7 considers parallel to grain value
us . ) g ANSI/TPl 1 angle to grain formula. Building
de�igner sho�ld verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
Pbearing plate capable of withstanding 100 lb uplift at
jo�nt(s) 7 except at=lb) 6=336, 11 =1 85, 1 0=1 23, 8=812
00.
Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 7.
OAD CASE(S)
Standard
wraq -raw um*nm. as 'A4 1COHMSESrsau lam TR4 OWN
Anthony T. Tombo III, P.E.
in 01 It.80083
luats-101 0 N Too sw nevestas isitobhHol lb calf"(Mme rdal khmmg1l)lghwil ky M emesta arlith"MOR jmd [Kinsat M1 gems Ill RqnsAlmnal ban 011ml otc;an' In's UsT 4na nillmssUnd 4451 Lucie Blvd.
flalmliftscendthdiaml. Fort Pierce, FL 34946
(epriqblCl 2016 AA last frusses -Awbacy L losabo 10, P1 leisollorrica chbii doiantfal, in any [also, is plabibited Withal still winen parnimion (Tom A-1 hot hasses - Aniholyl. lomba fli, P'L
Job
Truss
Trus Type
Qpy
Ply
64215R
MVE
Valley
2 -
A0051177
Job Reference (optional)
A! Roof Trusses, Fort Pierce, FL 34946, design@al truss.com
7-10-2
4X13 ZX14 i j
10 95x6
8.020 s Sep 13 2016 MITek Industries, Inc. Fri Nov 18 13:39:412016
ID:U7KXdEeOakDJPIQYLaubaOzc2si-ONCOZtR3CiMk.ri.ri774 N4r.ri0I5Ws;miI nK RrI
Dead Load Defl. ?18 in
N
LOADING (pso
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
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 FBC2014ITP12007
Matrix-S
Weight: 67 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOST 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 requireS1
cross bracing be installed during truss erection n
accordance with Stabilizer Installation guide
REACTIONS. All bearings 20-9-14 except at=length)
7=0-3-8.
(lb) - Max Horz
1= 617(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
7 except 6=-325(LC 4), 9=- 1 94(LC 4).
8=-644(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. Qb)
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,
2-10=-389/367
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) 7 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 7 except Ot=lb) 6=325, 9=194, 8=644,
1 0=353.
7) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 7.
LOAD CASE(S)
Standard
Voq ftly lumid praom III W ults offis Tim Dislis Ormitl(MIlim,115i A691 1.1miss III PL Mem Sk,didde m.
*71k w1raft', Sidi ki.sed "I IV 4 1-tti Is I [rots No* lisistir"i [nub), 1k, SW . .1 TOO pristoos . idesor.4 d. I.Iddsod inot"ispisssaWk, hf M h0p 111. isaill loss howd.50DO Icy rd" IKI. III i
Anthony T. Tombo III, R.E.
480083
IN Sol truss flat TMS 'Mpu! Tim DISIP ISPIM ad Irmilarliftd, SaIns
IN Ints Dair fqw is NOT sit Irsirri Ots1m, x1ant Sygm homr IT w W&t 4451 St. Lude Blvd.
(opyiigfif 0 2016 A -I hot Irasses - Atributry L Tombe (1]. ?1 hPlodurtion of Ibis dolumeal, it Day Tom, is piolibited withoul This wirsto pednission from A-1 hot Irwin - Asilhassy I. lambo III, P.E. Fort Pierce, I'L 34946
Job 11
Truss
Truss Type
Qty
ply
A0051178
64il 5R
MVF
Valley
2
1
�Job
Reference (optional)
i Koor irusses, r-onmerce, r-L jFzj,#o, uia5i9ri(w_diuubb.uujji
6-7-11 '
I
WO-4
ZZ "nY . — '- ' -'- .
m
ID:U7KXdEeOgkDJPIQYLauba0ze2s - Ei�z �JdhuJl3FZ1Vsy'PM4AZewlvJyHxwF
1 17-7-7 1
3x6
2 2X4 11 4
3 'X.
X4 11 4
3
2x4 11 S2,,"
YV2
2
7
2x4 11
6.00f12
I
85x6
3.75 F1 2 4x6 �� 5
r��e.d Load Deff. = 118 in
6-7-11
3-0-4 7-11-8
Plate Offsets (X,Y)— [5:0-4-15,0-2-41
LOADING (psf)
SPACING- 2-0-0
CSI.1
DEFL. in floc) I/defl
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
T 1.00
Vert(LL) -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 S-tress Incr YES
0.18
Horz(TL) -0.00 6 n/a
n/a
BCDL 10.0
Code FBC20114�`TP12007
lw�i
Miirix-S..
Weight: 55 lb FT 0%
LUMBER -
TOP CHORD 2x4 SP No.2
5) Beling at joint(s) 6 considers parallel to grain value
BOT CHORD 2x4 SP No.2
using NS11TPI I angle to grain formula. Building
WEBS 2x4 SP No.3
desigper should verify capacity of bearing surface.
BRACING-
6) Provide mechanical connection (by others) of truss
TOPCHORD
to be6ring plate capable of withstanding 100 lb uplift at
Structural wood sheathing directly applied.
joint�s) 6 except at=lb) 5=338, 1 =1 03, 8=323, 7=542.
BOTCHORD
7) B I d I t or shim required to provide full
ve a a
Rigid ceiling directly applied or 6-0-0 oc bracing.
bee surEaceewith truss chord at joint(s) 6.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation -quide
LO D CASE(S)
S andard
REACTIONS. All bearings 17-7-7 except at=length)
6=6-3-8.
(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),
9=521 (LC 9), 7=703(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-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 C; Encl., GCpi=0.18; C-C Extedor(2);
Lumber DOL=1.60 plate grip DOL=11.60
2) Plates checked for a plus or minus 0 degree rotatio
abgut its center.
3) This truss has been designed for a 10.0 psf bottom
.phord live load nonconcurrent with any other live loadi
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
ret-tingle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
Anthony T. Tornbo III, P.E.
180083
d1wel
4451 St. Lucie Blvd.
(.hW'FW go is"iy 0. pto 1%04 Fort Pierce, FL 34946
(opyrigiff 0 2016 A -I Roof hasses -Anthony L Tombe 111, U Ropiciarrion at this damnital, in any (aim, is piobibiNd wilhout Ike wtillea permisika from A-[ Roof hosses - Amilmay T. Imabo III, P.L
Jbb
Truss
Truss Type
Qty
Ply
y
64215k
MVG
Valley
A0051 . 179
Job Reference (optional)
ti.uzu s Z:iep 1;3 ZU1 b Mi I eK industries, Inc. Fri Nov 18 13:39:42 2016 Page 1
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-UZimnDBhz?UblEYJdhuJl3FZJVtGPLDAZew[vJyHxwF
5-5-5 14-5-1
5-5-5 . 1
", 1 . 7-11-11
Dead Load Defl. T18 in
c9
In
IfX0 '... I 5x6 2A 11
5-5-5 1-0-1 7-11-11
Plate Offsets (X,Y)-- [4:0-4-15,0-2-41, r6:0-1-6,0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) - I/defl Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.98
Vert(LL) -0.09 4-6 >894 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.44
Vert(TL) -0.22 4-6 >357 240
BCLL 0.0
Rep Stress Incr YES
WB 0.23
Horz(TL) -0.00 5 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix-S
Weight: 45 lb 'FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and require�
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 14-5-1 except Ot--length)
5=0-3-8.
(lb) - Max Horz
I= 455(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
5 except 4=-351(LC 4). 6�-t I
Max Grav
All reactions 250 lb or less at joint(s)
1, 7. 5 except 4=41 O(LC 9), 6=847(LC
9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-284/125, 2-3=-2651143
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 Exterion(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) f his truss has been designed for a 10.0 psf bottom
chord live load nonGoncurrent 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) 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 ekcept at=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
41 COUTIM I 1.4hritirixt"aludled oil, Hai, hitsia2mimiridalkTDO.W,
Is. fins N' I. di'li. due fiall, W. wd�hq Anthony T. TombD III, NE.
III 111sl ofil 11111111111 k4a;is tattiptlihFat dilt Nae. fi, im's pUnd tim wh &�in hg;mm fit tecraduttic Ih 1K itudesti.0 Wier Ild, =17FI.I. br sr..W Ofh IDD at al NJ Ito 14 TrIss, ow," War. oq"skoe. al k"I Wil MI ItSMIA'Im 0 180083
it. 1.111.1010feu of (Omni. justus III M n Mtn winel,mw ed fAttiali Oft Weer lamilSefell Ii, M WSKA alidetwit? Iml pheut
111 4451 ii. Lcie Blvd.
(apytight 0 2016 A -I goof Trusses - Aafhorry L lombis 111, P.E. Repodutflou of Ibis ilctumtof, im any firm, is prohibited wilhoul The wtiflen poirdissiall from A-[ Roof Trusses - Aelbouiri'lombo III, P.E. Foft Pierce, FIL 34946
Job It
Tru a
Truss Type
Q ty
�ly
A0051180
64215R
MVH
Valley
2
I �
Job Reference (optional)
I- - - __
-10-A'l
Al KOOT i russes, t-on merce, FL 34946, design(gya I irustsxufri
u , v - . .. .— _ . .
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-ymJ9-YcJkJcSL06WBPPYHGoo3vEP8o-JnigJRmyHxwE
4-2-14
11-2-10
4-2-14
6-11-12
LO
4
3.75 Fl—? 3x6 3
Dead Load Defl. 1/8 in
T
1.5x4 I
c�
2
c4l
.00F1
6 ff
3x6 7��
5 6"::�
5
4-2-14
11-2-10
4-2-14
6-11-12
Plate Offsets (X,Y)- [3:0-6-7,0-1-81
1
LOADING (psf)
SPACING- 2-0-0
CSI
DEFL. in (loc) I/clefl Ud
PLATES GRIP
TCLL 30.0
Plate Grip 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 FBC2014/TP112007
Ma� x-P
Weight: 32 lb FT 0%
LUMBER -
TOP CHORD 2x4 SP No.2
6) Pro de mechanical connection (by others) of truss
�i
BOTCHORD 2x4 SP No.2
to bearing plate capable of withstanding 100 lb uplift at
WEBS 2x4 SP No.3
joint(s� 4 except at=lb) 3=341, 5=590.
BRACING-
7) Beveled plate or shim required to provide full
TOPCHORD
bearir4g surface with truss chord at joint(s) 4.
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOTCHORD
LO�� CASE(S)
Rigid ceiling directly applied or 6 -0-0 oc bracing.
St
1 anclard
MiTek recommends that Stabilizers and require�
cross bracing be installed during truss eirection , in
accordance with Stabilizer Installation q
REACTIONS. All bearings 11 -2-10 except at=length)
4=0-3-8.
(lb) - Max Horz
11= 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 except
when shown.
WEBS
2-5=-6171675
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 Extedor(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.
5) Bearing at joint(s) 3, 4 considers parallel to grain
valub- using ANSI/TPI I angle to grain formula. Buildin
designer should verify capacity of bearing surface.
Win
klikutoi,int lien del ItwAr nd IN" it Tdit Anthony T. Tornbc, III, P.E.
# 80083
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Copyright 0 2016 A-1 Root Itosses -Anthony I. Tambo Ill, P.I. Repiodo�ioo ofthii document, in only [aim, is pohibiled without the vainto pennisiian from 4.1 hot hosses - AnIhonyMomba (1), I.E.
.Job
7 5
Truss Type
Qty,
Ply
y
64215R
MVj
Valley
2
A005,1181
Job Reference (optional)
Ai Roof Trusses, Fort Pierce, FL 34946, clesignigal truss.com 8.020 s Sep 13 2016 MiTek Industries, Inc. Fri Nov 18 13:39:43 2016 Page I
ID:U7KXdEeOgkDJPIQYLaubaOzc2si-ymJ9—YCJkJcSL06WBPPYHGov3vH98pvJn]gJRmyHXWE
3-0-8 8-04
3-0-8 4-11-12
CP
C9
3x6 0Xtj
5
3-0-8
3-0-8
B-0-4
4-11-12
Plate Offsets (X,Y)—
[2:0-1-13,0-0-01, (3:0-6-7,0-1-81,
r5:0-3-4,0-6-12]
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL '1.00
TC 0.28
Vert(LL)
-0.01
3-5
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.00
BC 0.14
Vert(TL)
-0.02
3-5
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.14
Horz(TL)
-0.00
4
n/a
n/a
BcbL 10.0
Code FBC2014/TP12007
Matrix-P
.
Weight: 22 Its 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 require
cross bracing be installed during truss erection,
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 8-0-4 except at--�Iength)
4=0-3-8.
(lb) - Max Horz
1 = 283(LC 4)
Max Uplift
All uplift 100 lb or less. at joint(s)
4 except 3=-280(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 7-1b; 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.
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Bearing at joint(s) 3, 4 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except at=lb) 3=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
W,5ift-emod in IsITMisdi,
sW1 1, sed h, M IM 1. 1 ... fit Is i fats Dim [%-414 I'dosicir, TO upsess, .-Ma.1 b pidesma f4pepir.W0, lif At Mip 0 61 assilt Tms Al,mil & IM say, Wei I&I. Anthony T. Tombo 111, P.E.
W.1 ths fronin asy 0—, fi, 4w'saniond qtal u b WlqOwpm. Iss Uoussirk X If [It adVisil b'" Wiwi 711.1. 'sai Is mi all".1,10i 0 1 80083
fi1tRU.IDadptrPMW.V. 4451 it. Lcle Blvd.
Th T"ss hopt.;— is all I's Wiq Sias. brkv am W16% Fort Pierce, FL 34946
(opyriglif Q 2016 A-1 Roof Itasses - Whey 1. Tombis 19. IsL Repoducifica at This dcatuntal, in any (aim, is pjahibilerd willsoul the iiiinem permission hem A-1 tool Trusses - Anthony 1. lonalm III, F.L
Job %
Truss
Truss Type
Q ty
ply
601 5R
MVK
Valley
2
1
A0051182
�
Job Reference (optional)
1 Roof Trusses, Fort Pierce, Fl- 34946, design@al truss.corn
8.020 s Sep 13 2016 MiTek Industries, Inc. Fri Nov 18 13:39:44 2016 Page I
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-QytXBuDyVckJzYhi]6wnqUL—GlaZtGOTOyP!�.-CyHxwD
16-3-2
_1 0-12
3.75 F1 —2 2x4 11
3
2x4
1C. : ff
2
U
4x6 8 7 6
2X4 1 3x6 2X4 11
LOADING (psf)
SPACING-
2-0-0
CSI.1
DEFL.
in (loc)
I/defl
L/d
TCLL 30. 0
pie
ate Grip DOL
1.00
TC 0.70
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.00
B 0.26
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.19
J
Horz(TL)
0.00 5
n/a
n/a
BCDL 10.0
Code FBC2014[TP12007
M ,
Me rix-S
LUMBER -
TOP CHORD 2x4 SP No.2
6) P
BOT CHORD 2x4 SP No.2
to b(
WEBS 2x4 SP No.3
BRACING-
joint
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
LOA
purlins, except end verticals.
Sta
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
I= 484(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
except 5=-1 62(LC 4), 8�543(1-C 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 except
when shown.
TOPCHORD
1-2=-457/178, 2-3=-268/128
WEBS
2-8=-609/595, 3-6=-649/637
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 Extedor(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) Qable 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
r"ngle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL
10.0pst
mechanical connection (by others) of truss
plate capable of withstanding 162 lb uplift at
; lb uplift at joint 8 and 571 lb uplift at joint 6.
CASE(S)
5
3x4 11
PLATES GRIP
MT20 244/190
Weight: 60 lb FT = 0%
Vt,.N -F—D—A iam. fts'A4 [Elf 119SOMMEEPILILTUVOK 10 AsiFFMIRIS KiA UM Uffis Trial Nstra D"q(M�adfia LdM L fanti LIE Want Skal lilsitm
111heishm.Eifi. is S'd*(qua �Iaaiio ==-:'T"t4 I Anthony T. Tornbo 111, P.E.
Daily, War 1114. lb Imp a
TH lipold ft rA asnazy Whitol 14 T.s, savor. wicuin talb" Win At RiPS41:11,
ill "In IM M walk piml wri faat�:Wl Phir Wireq CiMaim SdM hitiminmM.WhOd ky7m WIM air man."Ifir Inisd FLU1. al Wong tam dw Ims 1.4apan ..... 4451 11.Tu'cle' Blvd.
InTasso, Fort Pierce, FIL 34946
daffiva d ibis dommeaf, in any form, is piabibited wilhoul the wiflea ptimissics from A-1
Copyrillit V 2016A-1 Roof Trusses IIIJ1 Repto
Job
Truss
T ss Type
Qty
Ply
I
64215R
MVL
Valley
2
1
A0050 183�
Job Reference (optional)
At Roof Trusses, Fort Pierce, FL 34946, design@al truss.com 8 ' 020 s Sep 13 2016 MiTek Industries, Inc. Frl Nov 18 13:39:44 2016 Page 1
ID:U7KXdEeOgkDJPIQYLaubaOzc2si-QytXBuDyVckJzYhil6wnqUL2Nlc3tG5TOyPs—GyHxwD
4-11-9 8- -0 13-0-11
4-11-9 _2_ 4-10-12
i 6
6
3.75 . r-12
2x4 11
2
2x4 11
3
4 -
4x6 7 6 5 3x4 11
2x4 I I 2x4 I I
4-11-9 8-2-0 13-0-11
LOADING ( pso
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 3N
Plate Grip DOL
1.00
TIC � 0.44
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 150
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
BCDL 10.0
Code FBC2014ITP12007
Matrix-S
Weight: 48 lb FT 0%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT 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. All bearings 12-11-15.
(1b) - Max Horz
1 = 408(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
1 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)
1 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 �
0044 -Amu ftwj*'Int. as'l.) t0iff ilffilsr.=n 0011 TIM t (00101111 1— 1.6 41,ye preansas "tint "Its"flA ring DnIgg Dwin"Moagal 1. la!hsig' 1. has. VE Idertu. War hint "g. MS145"al 0.4 Ibert ady
As I in's Nop bri'"'k no it M rN 1�jnlm . WIsme 0 6 Kifinugul an hilp .1 de stills Toss hl, NImWN i9j, gghr [MI. 0, 1 pes-gaes:WRO-0 "S' Anthony T. Tornbo III, P-E.
180083
Anwis silin 4 N TDO onst yons usi f9ft4tis 0W.14q (Iqa.dSdM ill W Skisrudonni'm jwd plain. TMI ItInist. Fol-kIft in] tian Ifni tass 01rizer. T.I Deno firissmad Ims himaltdaff, asess
Toss otsryttqw. is 10i fist 10tq otapirr't ring SnIts 4mr day W161t 4451 St. Lucie Blvd.
Zt (opygiglit 0 2016 A -I Roof hasses - Anibany L Tombig III, P.E. Repiodartion at Ibis duument, hi any laim, is prohibited witboul the wiften pumission ham A -I illoat husses - Anihasyl. lombig 0], P.E. Fort Pierce, FL 34946
Job
Tru s
Truss Type
Qty
Ply
A0051184
642� 5R
MVM
Valley
2
Job Reference (opticnal)
Al Root trusses, t-orc merce, r-L j4�j,ict, oesign(ga i Lrubti.uuiii
Z uJpSONhtBY'ixpciYcFc9PWeyHxwC
ID:U7KXdEeOgkDJPIQYLaubaOzc2sj-u8RvPEEa wsx��
3.75 F1-2
1.5x4 11
2 ..
2A 11
3
4-
6
3x6 1.5x4 5 11 4 2X4 11
LOADING (pisf)
SPACING-
2-0-0
CS1.1
DEFL.
in (loc)'
I/defl
Ud
TCLL 30.0
Plate Grip DOL
1.00
TC 0.54
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.00
BC 0.19
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Iner
YES
WB 0.20
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
5) - Th s truss has been designed for a live load of
BOT CHORD 2x4 SP No.2
20.Oplf 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-
bottorpl chord and any other members.
TOPCHORD
6) Pr6vide mechanical connection (by others) of truss
Structural wood sheathing directly applied or 6-0-0 oc
to bekng plate capable of withstanding 100 lb uplift at
purlins, except end verticals.
I
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
St ndard
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
I 323(LC 4)
Max Uplift
I -48(LC 4)
4 -204(LC 4)
5 -601 (LC 4)
Max Grav
1 151(LC 1
4 241 (LC 9)
5 710(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-288/135
WEBS
2-5=-600/656
NOTES-
1) Wind: ASCE 7-10; Vult=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 rota o
about its center.
"3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom�
choCd live load nonconcurrent with any other live loads.
PLATES GRIP
MT20 244/190
Weight: 34 lb FT = 0%
10hs,p p-tms WA wit tiffis lots Dalp D,"it;J0Z1mJ15i 181mi 1. Wh 11M 19tout Shilitf.. m ad'siouviamirld a' TA ad"
is IT.."s hirts spd�wmh to tol any M attow, . -rimidde WIM.W .1m." YAS410, to no hap it oi wili Ims Iqlad. %tTM uly, inter 141. Anthony T. Tombo 111, P.E.
80083
no 1.11al Dioptrol Comw aw" sit too N rw "ttepwas 01 rotois W.XmiuriFibmity M ui siaeotd—J." punt tatiXt 4451 St. Lude Blvd.
Fort Pierce, F( 34946
(opytigh? T) 2016 A-1 Roof frusits -AntbanrL 1whe 111, U Repiolmfica 411his dammeat, in any (aim, is Fabibited without the w0en permissi4m ham A-1 Real liasses - karbony L 14mba 01, P1
Job
Truss
Truss Type
Qty
Ply
I
64215R
MVN
Valley
2
1
A005,1185
Job Reference (optional)
1-9
O.UZU b CUP I � ZU I U MI I UK If ILIU5111425, I FIG. rn imov jo zur a vage i
2x4 11
3
5 4
3X6 1.5x4 11 2x4 11
LOADING (psq
SPACING-
2-M
CS1.1
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 2441190
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
n1a
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 required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 177/6-7-1 (min. 0-1-8)
4 -2016-7-1 (min. 0-1-8)
5 449/6-7-1 (min. 0-1-8)
Max Harz
I 226(LC 4)
Max Uplift
1 -127(LC 4)
4 -24(LC 9)
5 -503(LC 4)
Max Grav
1 196(LC 9)
4 22(LC 4)
5 546(LC 9)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-5=-464/544
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) 4 except at=lb) 1 =1 27, 5=503.
LOAD CASE(S)
Standard
11 Wy4opp-ims'dud .11s u0j, Less Desire UU, 1. Teeth ELP Lf&,t(i QuIlthit ,!. Well of —I 994 wkm ttly
Mdurat'v pig" dd h-ah, "'1051.1.1affil is. f.1 hm a"4 IM led re my 0111i'le"s In WIMU 0 151 Olmd 14-41-9 MrA&* 4, nee dislia 0 61 wilt Trees ItIkWeeleeM Wr Wee IN. Tee twin isufm, W.1 '�*hq
[11poof�iti dike O�. fee iw', PA-d ql,, a,- L�.iiq 4ttW. are, utaredne X111 IK adVKelbiffe; t6dewITH4. Anthony T. Tombo III, P.E.
80083
obt.h. te.4 Iry.celudy!'I rice x.&I Iep low," t:nhd. 4451 Lucie Blvd.
Uptiqbf D 2016 A-] lopt tresses - Acithany 1. tombs 111. P.E. legiodarlion of ibis dommen], in any farm, is phibited wilboul the written pumisiian (tam A-1 hot Inesses, Affibaflyl.Tombo III, P'L' Fort Pierce, FL 34945
Job 10
Truss
Truss Type
Q ty
ply
64�15R
MVP
Vail ey
2
1
A005118 6
�
Job Reference (optional)
Ai KooT I russes, i--ori: Hierce, 1--L AU41ti, cesign(a_)ai fruss.com
I
o.u/u s ziep IJ ZU10 IVII I eK inausines, Inc. rn Nov to rage I
ID: U7KXdEeOgkDJPIQYLaubaOzc2sj-u8RvPEEaGwsAaiGuJpSONhtHTI—wclbcFcgPWeyHxwC
B I
3.75 F1 2 2
2x4
2X4 11
9
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in floc)
I/defl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC 10.16
Vert(LL)
n/a
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL
1.00
BC 10.06
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 10.00
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014frP[2007
Matri -P
Weight: 10 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 LOAD
BRACING- Stan(
TOPCHORD
Structural wood sheathing directly applied or 3-5-8 oc
purlins, except end vertiGals.
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 1 OO(LC 4)
Max Uplift
1 -1 18(LC 4)
3 -150(LC 4)
Max Grav
I 148(LC 9)
3 157(LC 9)
FORCES. Qb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult--1 70mph (3-second gust)
Vasd=132mph; TCDL=5.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..Ppsf 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
joi'ngs) except Ot=lb) 1 =1 18, 3=1 50.
VV." P.m U4411s, [IPA. 111 *14 IMF TIMSIS 15UtIr),0IUL M 9 IDIOM MICUrwaluactIUMV !v- Imlihsir F110-3 ish-1 -Its a f1j, III's DISIP "' 000-A N Isfter 1. 11-1. UL FL lifesinsihil little it, ftfts; 6—
lishosamE* Ila Mite nswil-4m, ts= Anthony T. Tombo III, P.E.
U1.1161 ths ties, fit cq Imb] aze, (owAgdf this Dtwi, nt 0,.,s nd,, %j =Dr-7-4, is 6. twiedho ItL*t K.Ift test h1raj ties .1 IN.I.
Id
em&jdq is 4451 :t.Tu'cie Blvd.
WT s De,fis 4-ve �i to' fit I.Itq (trupir. a Irmssrjus [towed W kffi% Fort Pierce, Fl. 34946
(apyriabla 2016A-1 ii ilmment, in smitivirs, is Fichilsited wilbout the writiese paimimit. ham A-] loot Tresses - hihmsy L Tomb Ut, U I
A-1 ROOF
E--TRUSSES
A FLORIDA CORPORATION
Important Notes / Please i Review Prior to Truss Installation:
I ) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007;
WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses",
and "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 i
2) All temporary and permanent bracing design, connection, material, and labor by others.
3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building
designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies.
I
4) If provided by truss manufacturer, any engineered beams provided have been sized using information design
guides or software provided by the beam ranufacturer. The building designer should verify all loads uplifts, and
bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by
truss manufacturer.
5) Unless specified, roof trusses are not designed for any additional attic storage loads:
6) On flat surfaces, adequate drainage musi be provided to avoid poncling.
7) It is the builder's responsibility to assure tl�, ere is adequate room for A/C ducts, electrical wiring and plumbing runs
to assure they do not interfere with the tr I Z chords. (Roof and floor.) Truss chords and webs cannot -be cut. Attic
access opening should be located between trusses unless otherwise noted.
8) Unless specified, valley framing design, connection, material and ' labor to be supplied by the builder.
9) Attached drawings are standard cletails� that cover most installation standards. Structural details provided by the
building designer supersede any attached details.
10) Trusses are not designed to carry the c I mney, cupola, steeple, or other structures unless specified. Structure should
be framed through the trusses to be su I ported by the foundation. In cases where trusses are designed to carry the
structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must
be provided. by the building designer.
11) The specific engineered truss drawing are subject to other terms, conditions, and details on the truss placement plan
and/or individual truss design drawings.
12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials,
erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed
engineered drawings. I
Any questions or
feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 ISt. Lucie Blvd., Fort Pierce, FL 34946
7,72-409-1010 Office 772-409-1015 Fax
www.A1truss.com
^4h., U a P
161n STRUCTURAL
CONNECTORS�
A IMITek'Company
Hangers
Allowable Load (Ibs)
DF-L SP
LSL
LVL
PSL
SPF
WOIST
LISP
160%
Label
Stock No.
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
T1
JUS24
1881,
655
750
820
510
-
-
(4) - 10d (Header)
FL821.39,
(2) - 10d (Joist)
11-
0510.01,
RR 25779
LUS24
670
765
825
490
(4) - 10d (Header)
(2) -10cf-U&S-0
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 T 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 1-112 or 2 - lod x 1-112 (Carried Member)
(20) - 10d or (2) - 10d (Face)
(4) - 10d (Top)
T4
THD26
1781,
2485
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) - 10dxl-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 Nailing)
_C�
us P
STRUCTURAL
-CONNECTORS*
A MlTek'Company
Hangers
Allowable Load (Ibs)
DF-L SP
LSL
LVL
PSIL
SPF
WOIST
160%
LISP
Stock No.
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
—Label
T5
THD26-2
1781,
2540
2920
3175
2285
-
-
(18) - 16d (Face)
FL13285.35,
(12) - 10d (Joist)
06-
0921.05,
—RR-25843
13116-R
HHUS26-2
2785
3155
3405
--1-550
(14) - 16d (Face)
(6) - 16d (Joist)
HTU26-2
2940
3340
3600
2175
— -:10d(C.,ried-Member- MaxNailing)
(20)
(20) -16d(Carrying Member- MoxNoiling)
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) - 10dx 1412 (Carried Member- Max Nailing)
1
(26) -1,6d (Carrying Member- Max Nailing')
T7
THD28-2
1781,
3950
4540
4935
2595
(28) - 16d (Face)
FL13285.35,
(16) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS28-2
4210
4770
5140
2000
(22) - 16d (Face)
(8) - 16d (Joist)
HTU28-2
3820
4340
4680
3485
(26) - 10d (Carried Member - Max Nailing)
(26) - 16d (Carrying Member- Max Nailing)
T8
THD46
1781,
2540
2920
3175
2285
(18) - 16d (Face)
FL13285.35,
(12) - 1Qd (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS46
2790
3160
3410
1550
(14) - 16d (Face)
I
I
I
I
1
(6) - 16d (Joist)
us P
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)
(8) - 16d (Joist)
T10
THDH26-2
1881,
3915
4505
4795-
2235
(20) - 16d (Face)
FL821.75,
(8) - 10d (Joist)
06-
0921.05,
RR 25779
13116-R
HGUS26-2
4355
4875
5230
2155
(20) - 16d (Face)
(8) - 16d (Joist)
T11
THDH26-3
1881,
3915
4505
4795
2235
(20) - 16d (Face)
FL821.75,
(8) - 10d (Joist)
06-
0921.05,
RR 25779
HGUS26-3
4355
4875
5230
2155
(20) - 16d (Face)
(8) - 16d (Joist)
T12
THDH28-2
1881,
6535
7515
8025
2665
(36) - 16d (Face)
FL821.77,
(10) - 16d (Joist)
RR 25779
13116-R
HGUS28-2
7460
7460
7460
3235
(36) - 16d (Face)
I
1
1
(12) - 16d (Joi5t)
T13
THDH28-3
1881,
6770
7785
8025
2665
(36) - 16d (Face)
FL821.75,
(10) - 16d (Joist)
06-
0921.05;
RR 25779
HGUS28-3
7460
7460
7460
3235
(36) - 16d (Face)
I
I
I
I 1
(12) - 16d (Joist)
USP
STRUCTURAL
CONNECTORS"'
A MIToW Company
Fastener Comparison Table
Con in' ector Schedule
Group
Label
USP Stock No
Required I Fasteners
Reference No-
Required Fasteners
(4) - lod (Header)
(4) - 10d (Header)
TI
JUS24
LUS24
(2) - 10d (Joist)
(2) - lod (Joist)
(4) - 10d (Header)
(4) - 10d (Header)
T2
JUS26
LUS26
(4) - lod (Joist)
(4) - lod (Joist)
(22) - 10d (Face - Face Max Nailing)
(6) - 16d (Carried Member - Face Mount)
(6) - lod (Face - T�p Max Nailing)
(6) - 16d (Carried Member - Top Flange)
T3
MSH422
(6) - lod (Joist - Face Max Nailing)
THA422
(22) - 16d-(Face - Face Mount)
(6) - lod (Joist - p Max Nailing)
(2) - 16d (Face - Top Flange)
(4) - 10d (Top - Top Max Nailing)
(4) - 16d (Top - Top Flange)
(11) - 10d x 1-112 (Carried Memberj
(18) - 16d (Fac I
-
(12) - lod x 1- /2 (Joist)
(20) - 10dx 1-112 (Carried Member- Max Nailing)
T4
THD26
HTU26
(20) - 16d (Carrying Member)
(20) - 16d (Carrying Member -Max Nailing)
(18) - 16d (F ce,
(14) - 16d (Face)
T5
THD26-2
HHUS26-2
(12) - 10d (J ist)
(6) - 16d (Joist)
(28) - 16d ace)
(26) -_10d x 1-112 (Carried Member - Max Nailing)
T6
THD28
HTU28
(16) - lod 1_1/2 (Joist)
(26) -16dx 1-112 (Carrying Member- Max Nailing)
(28) - 16d I Face)
(22) - 16d (Face)
T7
THD28-2
HHUS28-2
(16) - lod Joist)
(8) - 16d (Joist)
(18) - 16d�(Face)
(14) - 16d (Face)
T8
THD46 -
HHUS46
(12) - 10d (Joist)
I
(6) - 16d (Joist)
(28) - 16 d' (Face)
(22) - 16d (Face)
T9
THD48
HHUS48
(16) - II (Joist)
(8) - 16d (Joist)
,20, 16. tFace)
(20) - 16d (Face)
T10
THDH26-2
HGUS26-2
(8) - I�d (Joist)
(8) - 16d (Joist)
1
(20) - 16d (Face)
(20) - 16d (Face)
T11
THDH26-3
14GUS26-3
(8) - 1L (Joist)
(8) - 16d (Joist)
(36) 16d (Face)
_�16cl
(36) - 16d (Face)
T12
THDH28
HGUS28-2
(Joist)
") T
(12) - 16d (Joist)
(36) 16d (Face)
[
(36) - 16d (Face)
T13
THDH28-3
HGUS28-3
(10) 16d (Joist)
I
(12) - 16d (Joist)
US P
STRUCTURAL
CONNECTOW
A MiTek* Company
"D
ik P"',
JUS24 JUS26 MSH422
4
4;
THD26 THD26-2 THD28
2,"
X"I",
tic
91,
fill",
THD28-2 THD46 THDH26-2
14
.THDH26-3 THDH28-2 THDH28-3
JANUARY 8,2016 TYPICAL HIP / KING JACK CONNECTION ST-CRNRST & LVIL NAILIN
LVL NZ�ING SCHEDULE.
I
-CORNERSET GENERAL SPECIFICATIONS
I
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10,�29'-O" Mean Height, Exp. B-, C or D.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
Attach End Jack's
w/ (4) 16d Toe Nails @ TIC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (2) 16d Toe
Nails @ TIC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
Attach Corner Jack's
w/ (2) 16d Toe Nails
@ TC & BC (Typ)
Attach Corner Jack's
w/ (3) 16d Toe Nails @ TIC &
(2) 16d Toe Nails @ BC (Typ)
FEBRUARY 14,2012 1 Standard Gable End Detail SHEET2
MiTek USA, Inc.
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
Trusses, @ 24" o.c.
HORIZONTAL BRACE
(SEE SECTION A -A)
Roof Sheathing-� \
Max.
IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR Aj'
THE PROJECT ENGINEER/ARCHTECTTO 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
I
MiTek USA, Inc. Page 2 of 2
2x6 DIAGONAL BRACE SPACED 48" O.C.
A17ACH ED 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 W1 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) - 10d 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 1 : 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 SCAB ALONC
MEMBER 01`�_THE STRUCTURAL GABLE PER THE FOLLOWING
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
��V/ ON THE INTERIOR SIDE OF THE STRUCTURE.
STRUCTURAL
GABLE TRUSS�/A
NOTE: THIS DETAIL IS TO BE USED ONLY -FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD
T
GABLE TRUSS
L
S
INLAYED STUD
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST
BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM
CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN
IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY.
I
0-
. . I
FEB V RUARY 14,2012 STANDAR6 PIGGYBACK ST-PIGGY-PLATE
TRUSS CON�ECTION DETAIL
MiTek USA, Inc. Page 1 of 1
MiTek USA, Inc.
This detail is applicable for the following wind conditions:1
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under
all enclosure and exposure conditions as long as no uplift exceeds 377 lbs.
Refer to actual piggyback truss design drawing for uplifts.
NOTE: I
This Detail is valid for one ply trusses spaced 24" O.G. or less.
PIGGYBACK TRUSS
Refer to actual truss design drawing for
additional piggyback truss information.
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 (1.6'0.099")
nails in each plate to achieve a maximum uplift capacity of 377 lbs.
at each 3"x8" TEE -LOCK Multi -Use connection plate.
(Minimum of 2 plates)
Attach each purlin to the top chord
of the base truss.
(Purlins and connection by others)
BASE TRUSS
Refer to actual truss design drawing
for additional base truss information.
SPACE PURLINS ACCORDING TO TH MAXIMUM
SPACING ON THE TOP CHORD OF' E BASE
TRUSS (SPACING NO I I U MAUCMU
A PURLIN TO BE LOCATED AT EACAASE TRUSS JOINT.
z
,At
Atoll%
BC',4411'60 00 00&4(�42 8`7" D'F':
FEBRUARY 14,2012 1 TRUSSED VALLEY SET DETAIL
" F�
MiTek USA, Inc.
VALLEY TRUSS TYPICAL
SECURE VALLEY TRUSS
W/ ONE ROW OF 1 Od
NAILS 6" O.C.
I
GABLE END, COM14ON TRUSS
OR GIRDER TRUSS
4 ' -
— :r- — -n — — — rr- — -T
N
N i:
GENERAL SPECIFICATIONS
ST-VALLEY HIGH WIND2.
MiTek USA, Inc. Page 1 of 1
1. NAIL SIZE = 3" X 0.131"= 1 Od
2. WOOD SCREW = 4.5"WS45 USP OR EQUILIVANT
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
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.
BASE TRUSSES
VALLEY TRUSS TYPICAL
GABLE END, COMMON TRUSS
r1D f'-lDr)r-D TDI 10C
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
z
ON THE TRUSSES
61 .5" Max
,:sag*
ipq
ilo
't a zz
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4110
'10
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FEBRUARY 14,2012 TRUSSED VALLI EY SET DETAIL ST-VALLEY HIGH WIND1
=Ell]
MiTek USA, Inc.
VALLEY TRUSS TYPICAL
GABLE END, COMMON TRUSS
OR GIRDER TRUSS
MiTek USA, Inc. Page 1 of 1
GENERAL SPECIFICATIONS
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT
DO NOT USE DRYWALL OR DECKING TYPE SCREW
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE PER DETAIL A
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING
EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS - 01
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
N
N
N
11
T
sw
4
P F12
SEE DETAIL -
A BtLOW (TYP.)
BASE TRUSSES
VALLEY TRUSS TYPICAL
GABLE END, COMMON TRUSS
OR GIRDER TRUSS
SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH
W/ ONE ROW OF 1 Od WIND DESIGN PER ASCE 7-10 160 MPH
NAILS 6" O.C. MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
ATTACH 2X4 CONT NUOUS NO.2 SYP CATEGORY 11 BUILDING
I,
TO THE ROOF W/ TWO LISP WS3 (1/4" X 3") EXPOSUREC
WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF
ON THE TRUSSES
ix
0
dpw
0-
DETAIL A
(NO SHEATHING)
N.T.S.
40
SERTAL...
13"t A�ill 60"06 '0`6 0-0 46-12� 9-1, D F
NOVEMBER 26,2014 TRUSSED VALLEY SET DETAIL ST-VALLEY
(HIGH WIND VELOCITY)
NOTE: VALLEY STUD SPACING NOT
TO EXCEED 48" O.C. SPACING
IJ . u .
MiTek USA, Inc.
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH
WIND DESIGN PER ASCE 7-10 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATEGORY 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.
NOW -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED
TO THIS FACE WHEN
PITCH EXCEEDS 6/12.
(MAXIMUM 12/12 PITCH)
NON -BEVELED
BOTTOM CHORD
MiTek USA, Inc. Pagel of 1
FOR -BEVELED BOTTOM
CHORD, CLIP MAY BE
APPLIED TO EITHER FACE
CLIP MAY BE APPLIED
TO THIS FACE UP TO
A MAXIMUM-6/12 PITCH
4G,,ff�XDF'.
MAY 24, 2012 Standard Gable End D I 6tail ST-GE190-SP
Minimum
Stud Size
Species
and Grade
Stud
Spacing
Without
Brace
2x4
L-Brace
DIAGONAL
I
BRACE
I
2 DIAGONAL
13RACES AT
1/3 POINTS
I
Maximurri-Stud Leggth
2x4 SP No. 3 -/Stud
12" O.C.
3-8-10
5-6-11-
6116-11
11-1-13
2x4 SP No. 3 / Stud
16" O�C_
3-3-10
4-9-12
d-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
b-6-11
10-8-0
2x4 SP No. 2
24"O.C.
3-1-4
3-11-3
16-2-9
9-3-13
F---i= @
MiTek USA, Inc.
DIAGONAL BRACE
4'-O"O.C. MAX
Typical 2x4 L-BraceiNailed To
2x4 Verticals W/1 Od Nails, 6" D.C.
Vertical Stud
B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUST�ATION ONLY.
12 1
"�� Varies -to Common Truss
MiTek USA, Inc. Page 1
Vertical Stud
(4) - 16d Nails
2X6 SP OR SPF No. 2
DIAGONAL BRACE
16d Nails
Spaced 6" o.c.
(2) - 1 Od Nails into 2x6
2X6 SP OR SPF No. 2
vr�"
Typical Horizontal Brace
Nailed To 2x4 Verticals
w/(4)-1 Od Nails
SECTION A -A
2X4 SP OR SPF No. 2
SEEIINDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST
DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING
Diagonal Bracing L-Bracing Refer
Refer to Section A -A to Section B-B
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BO-170M CHORDS.
2. CONNECTION BETWEEN -BOTTOM CHORD OF GABLE END TRUSS AND
WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT!
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT
BRACING OF ROOF SYSTEM.
4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPForSPNo.3
OR -BETTER WITH ONE ROW -OF 10d NAILS SPACED 6" O.C. 1
5: DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF
DIAPHRAM AT 4'-C" O.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND -A
2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL
BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST C BLESTUD.
ATTACH TO VERTICALGABLE STUDS WITH 141 10d NAILS THROUGH 2x4
TO TRUSSES WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO BLOCKING WITH
3x4 (5) - 10d NAILS.
(4) - 8d NAILS MINIMUM, PLYWOOD
SHEATHING TO 2x4 STID SPF BLOCK
Roof Sheathing--,\,
V-0.1
(2) - 150�k
Max. ';�Iocl NAILS
:Jrussrs @ 24" o.c.
(REFER TO SECTION A -A) Diag. Brace
7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 points
8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES.
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSL if needed
TYPE TRUSSES. I
10. 10d AND 16d NAILS ARE 0.131 "X3.0"AND 0.131 "X3.5' COMMON WIRE NAILS RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFrCTIVE 06-01-12 BY SPIB/ALSC.
End Wall
Diagonal braces over 6'-3" require a 2x4 T-Brace attached to
one edge. Diagonal braces over 12'-6" require 2x4 I-br I laces
attached to both edges. Fasten T-and I braces to narrow edge
of diagonal brace with 1 Od nails 6in o.c., with 3in minirn�urn
end distance. Brace must cover 90% of diagonal lengt h.
T or I braces must be 2x4 SPF No. 2 or SP No. 2.
MA% MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B or C I i
NASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND C
DURATION OF LOAD INCREASE: 1.60 CONNECTION OF, BRACING IS BASED ON MWFFRS.
2x6 DIAGONAL BRACE SPACED
48"O.C. ATTACHED TO VERTICAL WITH
( �j
4)-16d NAILS, AND ATTACHED TO
B BL
C 11
LOCKING WITH (5) -1 Od NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
7 "N—� �p 'P-
A
Zvp*
AL
3131'13C A221:00 00 00004C 12 97,DF,:
i
August 10, 2010 T-BRACE / I -BRACE DETAIL WITH-2X BRACE ONLY ST - T-BRACE 2
MiTek USA, Inc. Page I 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 / kBrace
MiTek USA, Inc. webs to continuous lateral braced webs.
Nailing Pattern
T-Brace size
ail 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)
WE
Nails
Nails �_j
Web-
Nailsz
I -Brace
Nails
Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or 2x4
2x4 T-Brace
2x4l-Brace
2x6
2x6 T-Brace
2x6l-Brace
M
2x8 T-Brace
MI -Brace
Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size 1 2
2x3 or 2x4 2x4 T-Brace 2x4l-Brace
2x6 2x6 T-Brace 2x6l-Brace
2x8 M T-Brace M I -Brace
T-Brace / I -Brace must be same species
and grade (or better) as web member.
'6008
,7�6
3 B. Ot
, I I *
1.�' FEBRUARY 8, 2008
LATE-RAL BRACING RECOMMENDATIONS
F--]= @
0 MINIMIZE VIB
u 2x6 "STRONGBA(
MiTek USA, Inc. ALONG A FLOOR
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICAL]
ABOVE THE BOTTOM CHORD. SECURELY FASTE
NOTE 2: STRONGBACK BRACING ALSO SATISFIES1
THE TRUSS WHEN IT IS PLACED ON TOP OF THE E
WITH A METHOD OTHER THAN METAL FRAMING A'I
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
ATTACH TO VERTICAL
WEB WITH (3) - 10d NA
(0. 131 "x 3")
BLOCKING BEHIND THE
VERTICAL WEB IS
RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING
ANCHOR TO ATTACH
TO BOTTOM CHORD
TRUSS
ATTACH TO VE
WEB WITH (3) -
(0. 131 " x 3")
2x6
STRONGBACK
ST-STRGBCK
MiTek USA, Inc. Page 1 of 1
TION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
luss.
(MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY
ED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW.
HE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF
ITTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED
3HOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS.
ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE
SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK
(0. 131 x 3") (DO NOT USE DRYWALL TYPE SCREWS)
ATTACH TO VERTICAL
/WEB WITH (3) - 10d NAILS
(0. 131 "x 3")
ATTACH 2x4 VERTICAL TO FACE
OF TRUSS. FASTEN TO TOP AND
BOTTOM CHORD WITH (2) - 1 Oci
NAILS (0.131 " x 3") IN EACH CHORD
ATTACH TO VERTICAL
�AL SCAB WITH (3) - 1 Od NAILS
NAILS (0. 131 " x 3")
4-0-0 WALL
(TYPICAL SPLICE) (BY OTH
ATTACH TO CHORD
WITH TWO #12 x 3"
WOOD SCREWS (.216- DIAM.)
INSERT SCREW THROUGH OUTSIDE
FACE OF CHORD INTO EDGE OF
STRONGBACK (DO NOT USE
DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG
SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS
(0.131 " x 3") EQUALLY SPAC ED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d
NAILS (0.131 " x 3") STAGGERED AND EQUALLY SPACED.
(TO BE USED ONLY WHE14 STRONGBACK IS NOT ALIGNED WITH A VERTICAL)
BLOCKING
(BY OTHERS)
z -'Tlnvv4_ 'qV'
Pp
._"SERIKL�r
JANUARY 28, 2015 LATERAL TOE -NAIL DETAIL ST-TOENAIL-S'P.
MiTek USA, Inc. Page 1 of 1
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND
EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES
FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail)
DIAM.
SP
DF
HF
SPF
SPF-S
(5
.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
C,
(5
-Z
.128
74.2
67.9
58.9
57.6
50.3
0
.131
75.9
69.5
60.3
59.0
51.1
_j
ir)
.148
81.4
74.5
64.6
63.2
52.5
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
March 4, 2013 UPLIF I I U1 L-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 OTHERbIRECTIONS.
MiTek USA, Inc.
SIDE VIEW
NEAR SIDE
NEAR SIDE
FAR SIDE
VIEWS SHOWN ARE
ILLUSTRATION PURI
PLATE
ONLY
(lb/nail)
TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 1
DIAM.
I SP
DF
HIF
SPF
SPF-S
(5
.131
59
46
32
30
20
z
0
.135
60
48
33
30
20
i
z
Iq
-
.162
72
58
39
37
25
Cl)
.128
54
42
28
27
19
z
0
.131
55
43
29
28
L 19
W
_j
.148
62
48
34
31
1 21
=�
<
CO
(5
.120
51
39
27
26
17
z
0
.128
49
38
26
25 1
17
_j
z
C�
.131
51
39
27
26
17
co
.148
57
44
31
28
20
r-Kin X11MAI
�+Xj/ _1"FOR3"NAIL
1-1/16" FOR 3.25" NAIL
L 1-3/16" FOR 3.5" NAIL
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES
WITH THE MEMBER AND STARTED 1/3 THE LENGTH -OF THE
NAIL FROM THE MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF
NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING
OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH
LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN
THE CONNECTION.
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: 1
3 (nails) X 37 (lb/nail) X 1.33 (DOL for wind) = 148 lb Maximum Allowable Uplift Reaction Due To Wind
For Wind DOL of 1.60: 1
3 (nails) X 3.7 (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 specifiy a different connection.
USE (3) TOE -NAILS ON 2x4 BEARING WALL
... USE (4) TOE -NAILS ON 2x6 BEARING WALL
-i Aif"'A' 1'j "P, �4 .-k r,
FEBRUARY 5,2016 T�'P 2X2 NAILER ATTACHMENT ST-2x2 NAlLiNQ
W NAILER ATTACHMENT
GENERAL S PECT-1 CATIONS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
772-409-1010
7-10, 29'-0" Mean Height, Exp. B, C or D.
2x2 SP No. 3
OCTOBER 15, 2014 STANDARD REPAI �R DETAIL FOR BROKEN CHORDS, WEBS ST-REPOlAl
AND DAMAGED" OR MISSING CHORD SPLICE PLATES
FV-100
MiTek USA, Inc.
MiTek USA, Inc. Page 1 of 1
TOTAL NUMBER 01:
NAILS EACH SIDE
OF BREAK
x
INCHES
MAXIMUM FORCE (Ibs) 15% LOAD DURATION
SP
DF
SPIF
HIF
2x4
2x6
2x4
2x6
2x4
2x6
2X4
2x6
2x4
2x6
20
30
24"
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30"
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36"
2681
4022
2454
3681
2074
3111
2125
3187-
38
57
42"
3169
4754
2900
43'50
2451
3677
2511
3767
44
66
48"
3657
5485
3346
5019
2829
4243
2898
4347
DIVIDE EQUALLY FRONT AND BACK
ATTACH2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH
FAC-E OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS
(TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3")
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-z-0 O.C.
I SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS:
I -A L = (2) X + C
- 10d NAILS NEAR SIDE
+ 1 Od NAILS FAR SIDE
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY
PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE)
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES
NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS
SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED
REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
I
March 4, 2013 SCAB APPLIED O!VERHANGS ST-REP1 3A
.1
U
MiTek USA; Inc.
TRUSS CRITERIA:
LOADING: 40-
DURATION FA
PACING: 24"
TOP CHORD:,'
PITCH: 4/12 - 1
HEEL HEIGHT:
END BEARING
10
3:1.15
OR 2x6
2
-ANDARD HEEL UP TO 12" ENERGY HEEL
)NDITION
NOTES:
1.ATTACH2x SCAB (MINIMUM NO.2 GRADE SPFjHF, SP, DF) TOONE FACE OF
TRUSS WITH TWO ROWS OF 10d COMMON WI E NAILS (.148"DIA. x 3") SPACED
6" O.C.
2. THE END DISTANCE, EDGE DISTANCE, V�,ICING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED
TO AVOID LOOSENING OF THE CONNECTOR POATES AT THE JOINTS OR SPLICES.
2x- SCAB
(L) j (2. 0 x L)
24" MAX '_ 24" MIN
NOTE: TRUSS BUILT WITHOUT AN OVERHANG.
THIS DETAIL IS NOT TO BE -USED WHEN
OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
This detail to be used only with trusses (spans less than 0' spaced
24" o.c. maximum and having pitches between 4/12 and 12/12 and
total top chord loads not exceeding 50 psf.
Trusses not fitting these criteria should be examined indi fidually.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
MiTek USA, Inc. Page 1 of 1
REPAIR REQUESTS
When sending in repair requests, please use engineering sheets to describe issue or damage, and email -to design@altruss.com.
NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very
helpful. Engineering sheets with the damage or issue noted are required.
1. If there are any special circumstances (sheeted, trades in, etc.) please make sure you note it on the drawing or email request.
2. We cannot provide sealed drawings for "field built" trusses.
2. See details below.
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