HomeMy WebLinkAboutTruss4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
G
0
Lu
mi
LL
TRUSS ENGINEERING
BUILDER:
RENAR
PROJECT.
MORNINGSIDE
COUNTY.
ST LUCIE
L /BLK/MODEL:
LOT.91 / MODEL:CAYMAN 1560 / ELEV.B1/ GAR R
m E
N
JOB#:
78121
M
`w'
Lu
y
Zu
MASTERM
WRMSCM1560B1L
J
V
r
"
OPTIONS:
16X9 PORCH. NO VALLEYS.
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCM1560BIL
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Site Information:
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
LoVElock: Model: CAYMAN 1560
Address: Subdivision:
City: County: St Lucie
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 0.0
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 43 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
I Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0280547
A01
8/22/19
13
A0280559
A13
8/22/19
25
A0280571
CJ5
8/22119
2
A0280548
A02
8/22/19
14
A0280560
A14G
8/22/19
26
A0280572
CJ5A
8/22/19
3
A0280549
A03
8/22119
15
A0280561
B01G
8/22/19
27
A0280573
CJ5C
8122119
4
A0280550
A04
8/22119
16
A0280562
802
8/22/19
28
A0280574
CJ5L
8/22119
5
A0280551
A05
8/22/19
17
A0280563
B03
8/22/19
29
A0280575
CA
8/22/19
6
A0280552
A06
8/22/19
18
A0280564
B04G
8/22/19
30
A0280576
GE01
8/22/19
7
A0280553
A07
8/22/19
19
IA0280565
I B05
8/22/19
31
1 A0280577
I HJ7
8/22119
8
A0280554
A08
8/22/19
20
A0280566
B06
8/22119
32
A0280578
HJ7A
8/22/19
9
A0280555
A09
8/22/19
21
A0280567
CA
8/22/19
33
A0280579
HJ7L
8/22/19
10
A0280556
A10
8/22/19
22
A0280568
CJ3
8/22/19
34
A0280580
J7
8/22/19
11
A0280557
All
8/22/19
23
A0280569
CJ3B
8/22/19
35
A0280581
J71-
8122119
12
IA0280558
I Al2
8/22/19
1 24
A0280570
CJ3L
8/22/19
36
A0280582
J7T
8/22119
The buss drawirg(s) referenced have been prepared by W hole House Erxjneedng, Inc. under mydrectsupervisim based m fhe parameters provided byAr1 Rootrrusses, Ltd.
NOTE:The seal on these drawings Indicate acceptance of professional engineering
responsibility soleyforthe truss components shown.
The suitability and use of winponentsforany partiwlarbulding is the responsibility, ofthe building
designer, perANSVrPI.1 Seo.2
The Truss Design Drewing(s)(rDD[s]) referenced have been prepared based on the construction
documents (also referred to attains as'Strucbrral Engineering Documental provided bythe Building
Designer Indicating the nature and ctiaracxrof the.woik.
The design criteria therein have been transferted to the Truss Design Engineerby [Al Roof Trusses or
spec location]. These TDDs (also mitered to atthrtes as'Structural Delegated
Engineering Documental arespecialty structural componentde.eigns and maybe part of the pro]eds
deferred or phased submittals., As a Truss Design Englneer(Le., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professional engineering
responsibilityforthe design of the single Trim depleted on the TDD only. The Building Designerls
responsible forand shall coordinate and review the Tons for
compab'blitywiththeawdttenenginee' u reqbre te.Pie�serzvrewalTDDsandalreiatednotes.
v/h�&�c(� /%A�Vtrail
Page 1 of 2
�L L!G A!'dv/730,T
\r\\\Illll rrry,
No.62809 '
Q '• STATE OF
DPy signed by Janes .L�.', R ORIO?°. '•U, \� Dualaunla
Data: 2019.0820 �j s_p ••••.•'�\\\�,
16:43:42i44'00' '!/, nrAI
Truss Design Engineer's License renewal date I t 11 I 1 \ \ \\\
forthe state of Florida is February 28,2021 SERIAL#
5f054982f500e8feb 19a64ef
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job
Truss
Truss Type
Ory
Ply
A0280547
WRMSCM1560BlL
A01
Roof Special
i
1
Job Reference o tional 1
A-1 K00T 1 mS5e9, Yon Mem9, FL J4a4b, OeS1gn(0_aMSS.bom Kun: 6.L1U s May
9
7x10 MT20HS1, 3x6= 11 2x411
8.a0 F12 5x6
2x4 II 7 8
7x10 MT20HS=
Thu Aug 22 13:41:03 2019
22 21 18 17 '- 15
3x6 = 46 = 2x4 II 2x4 II 4x8 = 3.6 = 1.5x4 II 3x6
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in (loc)
I/defi
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.91
Verl(LL)
0.53 18
>854
360
TCDL 10.0
Lumber DOL
1.25
BC 0.96
Vert(CT)
-1.01 19-20
>452
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 1.00
Horz(CT)
0.58 13
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matdx-MS
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T3: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
B2,134: 2x4 SP No.3
WEBS 2x4 SP No.3 `Except'
W3: 2x4 SP No.2, W6: 2x4 SP M 30
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-14 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpl 10-17
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-12)
13 =
149010-7-10 (min. 0-1-12)
Max Hom
2 =
-138(LC 10)
Max Uplift
2 =
-377(LC 12)
13 =
-430(LC 13)
Max Grav
2 =
1490(LC 1)
13 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown. -
TOP CHORD
2-3=-2664/1666, 3-4=-4163/2474,
4-5=-4061/2489, 5-6=-0033/2514,
7-8=-254/176, 6-8=5646I3203,
8-9=-5890/3353, 9-10=-5842/3342, -
-10-11=1997/1402, 14-12=210511392,.
12;13=2688/1678; 6-7=-270/191 -
BOT CHORD
2-22=-1303/2308, 19-20=-1752/3602,
9-19=-296/266,16-17=-1338/2336,
15-16=133812336, 13-15=-1338/2336
WEBS
3-22=-1339/845, 20-22=-152312709,
WEBS
3-22=1339/845, 20-22=-1523/2709,
6-19=1278/2608, 17-19=-1134/2387,
10-17=-1262/578,12-17=-619/549,
6-20=335/499, 3-20=559/1368,
10-19=2209/4464
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL='I.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 377 In uplift at
joint 2 and 430 lb uplift at joint 13.
8) Graphical puriin representation does not depict the
size or the orientation of the puriin along the top and/or
bottom chord.
LOAD CASE(S)
Standard
Dead Load Dart =1121n
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight:224lb FT=10%
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[SIY.ells,mmWd(vvIL11AL'CWrypJO6M6411ittGTu[v.-nO0161i�mItlPi Nvmv"M1l,aq'bm.LAG�m1w1�/MCb�uTi[�..vnNFI fiW Tnuvc`
Job
Truss
Truss Type
Qty
Ply
A0280548
WRMSCM1560B1L
A02
Hip
1
i
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 3494b, aeslgn(rDaltmss.com
6.00 12
'vd II
Kun:o.nus may m<uiornrn:o.uoamay mauiomi,en
5x6 = 2x4 II 6x8
7 a
20 19 1b 10 10
3x8 =
44 = 2z4 11 2x4 II 5x8 = 3x6 = 3x6 =
1.Sx4 II
Dead Load Deb. = 7/16 in
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in floc)
'I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.99
Vert(LL)
-0.41 17-18
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.89
Vert(CT)
-0.81 17-18
>562
240
BCLL 0.0 "
Rep Stress Incr
YES
WB 0.80
Horz(CT)
0.48 11
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
Weight' 221 Ib FT = 10%
LUMBER-
TORCHORD 2x4 SP No.2
BOTCHORD 2x4 SP N0.2 "Except"
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3,W7,W6:2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or4-7-15 oc bracing.
WEBS
1 Row at midpt B-15, 10-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1490/0-7-10 (min. 0-1-12)
11 =
1490/0-7-10 (min. 0-1-12)
Max Hom
2 =
-139(LC 10)
Max Uplift
2 =
-378(LC 12)
11 =
-378(LC 13)
Max Grav
2 =
1490(LC 1)
11 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All farces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2664/1664, 3-4=-4164/2474,
4-5=-4062/2489;5-6=-4171/2629,
6-7=-4081/2370, 7-8=-4045/2360,
8-9=-1836/1336, 9-10=-1948/1312,
10-11=-2612/1629
BOTCHORD
2-20=-1301/2307, 5-18=-224/270,
17-18=-1455/3218, 14-1 5=-1 266/2250,
13-14=-1266/2250, 11-13=-1266/2250
WEBS
3-20=-13361841, 18-20=-1516/2704,
6-18=-746/926, 6-17=-561/1302,
15-17=-1309/2960, 8-15=-2068/846,
WEBS
3-20=-1336/841, 18-20=-1516/2704,
6-18=-746/926, 6-17=-561/1302,
15-17=-1309/2960, 8-15=-2068/846,
10-15=-718/630,10-13=0/300,
3-18=-564/1371, 8-17=-1604/3565
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extericr(2) zone; cantilever left and right
exposed ; end vertical left exposeil;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
Dandling.
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 betweerf the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 378 Ib uplift at
joint 2 and 3781b uplift at joint 11.
LOAD CASE(S)
Standard
Y
Job
Truss
Truss Type
Oty
Ply
A0280549
WRMSCM1560BIL
A03
Hip
1
1
Job Reference o tional
A-1 Root Trusses, Fort Pierce, FL J494ti, oeslgnLaltruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industdes, Inc. Thu Aug 22 13:41:052019 Pagel
IDdd—OOXyyT61Bi_TXoljwHHzefvK- iIEKRRquOZLetaCRPmH5y7dG1yuc9YfOsm3aYy117C
20-0 0 -
1-0- )-4-0 11-11-2 1:70 9-1 28-10-12 38-0-0 9
1d a-)-2 s&14 U. Bo-12
1.2-10
6.00 12 5x10 = 5x6
20 19 75 14 '" 12
3z4 I I
3.6
4x6 = 2x4 11 3.6 = 3x6 =
=
6x6 =
20J-0
)d0 11-11-2 174-0 19-1 28.10-12 00
)-a-o aas se-u 11-s5 8-6-12 381L1
1-2-10
Dead Load Deft. = 5116 in
Plate Offsets (X,Y)—
[4:0-3-0,Edge] 17:0-3-0 0-1-81
I12:0-3-0 0-2-01
I16:0-2-8 0-3-0]
rl8:0-5-4 Edcel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.80
Vert(LL)
-0.33
15
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
.
BC
0.91
Vert(CT)
-0.60
17-18
>765
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.97
Horz(CT)
0.40
10
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
Weight:221Ib
FT=10%
LUMBER -
TOP CHORD 2x4 SP 240OF 2.0E `Except`
T3: 2x4 SP No.2
BOTCHORD 2x4 SP N0.2 *Except*
B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 24-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-2-6 oc bracing. Except
10-0-0 oc bracing: 14-16
WEBS
1 Row at midpt 12-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1497/0-7-10 (min.0-1-12)
10 =
1498/0-7-10 (min. 0-1-12)
Max Horz
2 =
-156(LC 10)
Max Uplift
2 =
-387(LC 12)
10 =
-387(LC 13)
Max Grav
2 =
1497(LC 1)
10 =
1498(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2674/1670, 3-4=-4231/2526,
4-5=-4123/2541, 5-6=-3329/1912,
6-7=-3331/1979, 7-8=-3683/2093,
8-9=-3815/2064, 9-10=-2617/1630
BOTCHORD
2-20=-1306Y2317, 5-18=-206/367,
17-18=-1998/3877, 16-17=-1221/2990,
10-1 2=1 266/2256, 7-16=-642/1337
WEBS
3-20=-1354/854, 18-20=-1524/2714,
WEBS
3-20=1354/854, 18-20=-1524/2714,
5-17=-891/794, 6-17=-3631566,
6-16=3411795, 9-16=-10311041,
9-12=1088/759, 12-16=-1453/2556,
3-18=-613/1427
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B;. Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces d MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
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 alive load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
7.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 387 lb uplift at
joint 2 and 387 lb uplift at joint 10.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Ply
A0280550
WRVSCM1560BIL
A04
ROOF SPECIAL
3
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attmss.com
1.5x4
3
612
48
Run: 8.210a May 182018 Print: 8.210 a
ID:ld OOXyyT61Bi_TXo
12 1941-0 25-0-4 30
I 6-0-4 6-04 5
6.00 12 5x6 =
5
5xfi G
5xfi
4 6
12
6.8 =
14 13 11 0
3x8 MT20HS-- 3x8 MT20
3x4 5 3.00 12 3.4
1.5x4 II
1.5z4 II
18 2018 MTek Indusmes, Inc. Thu Aug 22 13:41:06 2019
1.5xa
7
N
7 �
yyo
j9 d
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vart(LL)
0.55 12-14
>826
360
TCDL 10.0
Lumber DOL
1.25
BC 0.84
Vert(CT)
-1.04 12-14
>437
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.91
Horz(CT)
O.65 8
n/a
We
BCDL 7.0
Code FBC2017/TPI2014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T1: 2x4 SP M 30
SOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 'Except'
W6,W5: 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 4-6-12 oc bracing.
Except:
4-7-0 oc bracing: 8-10
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 = 1490/0-7-10 (min. 0-1-11)
8 = 1490/0-7-10 (min. 0-1-11)
Max Hom
2 = 166(LC 11)
Max Uplift
2 =-399(LC 12)
8 =-399(LC 13)
Max Grev
2 = 1490(LC 1)
8 = 1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-4697/2907, 3-4=-4307/2635,
4-5=-3134/1852, 5-6=-3134/1852,
6-7=-4321/2660, 7-8=-4676/2926
BOTCHORD
2-14=-2490/4232, 13-14=-1906/3619,
12-13=1902/3644, 11-12=-1905/3647,
10-11=1916/3622, 8-10=2507/4245
WEBS
5-12=-13382394,6-12=-864/801,
WEBS
5-12=-1338/2394,6-12=-864/801,
6-10=-285/576, 7-10=-352/445,
4-12=-861/796, 4-14=-280/568,
3-14=-356/464
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3)All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSVTPI 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 399 lb uplift at
joint 2 and 399 lb uplift at joint 8.
LOAD CASE(S)
Standard
Dead Load Deft. = 9116 In
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 2001b FT = 10%
Job
Truss
Truss Type
pry
Ply
s,
A0280551
WRMSDM1560BiL
A05
SCISSORS
4
1
x
Job Reference (optional)
A-i Roof Trusses, Pon Pierce, rL avaao, cesigngo anmss.com
Kun: mziva May la Zulu HOnt: u.2lu a May is
6.00 12 5.6 =
5
5x8
5x8
4 6
l
1.5x4 w 3
Z�
3 2 12
w 6.8 =
14 13 11 10
3x8 MT20HS-- 3x8 MT2014S;
3x4 � 3.00 12 3x4
Inc. Thu Aug 22 13:41:06 2019
Dead Load De0. = 9116In
1.5x4
7
N
1 �
a
B9 t
4x8
48
9-8-14 19-0-0 28-3-2 38-0-0
9-8-14 9-3-2 9-3-2 9-8-14
Plate Offsets (X,Y)—
12:0-1-14 Edgel 14:0-3-12 0-3-01 16:0-3-12
0-3-01
I8:0-1-14
Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (foe)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.71
Vert(LL)
0.58 12-14
>789
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.83
Vert(CT)
-1.08 12-14
>420
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress liner YES
WB
0.92
Horz(CT)
0.69 8
n/a
n/a
BCDL 7.0
Code FBC20171TPI2014
Matrix -MS
Weight: 180 Ib
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or4-5-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149010-7-10 (min.0-1-11)
8 =
1490/0-7-10 (min.0-1-11)
Max Hoe
2 =
-166(LC 10)
Max Uplift
2 =
-399(LC 12)
8 =
-399(LC 13)
Max Grav
2 =
1490(LC 1)
8 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4730/2950, 3-4=4291/2612,
4-5=-3137/1854, 5-6=-3137/1854,
6-7=-4291 /2626, 7-8=-4730/2972
BOTCHORD
2-14=-2537/4265, 13-14=-1916/3626,
12-13=-191213651, 11-12=-1917/3651,
10-11=-192113626,8-10=-2560/4265
WEBS
5-12=-1350/2406, 6-12=-867/806,
6-10=-239/565, 7-10=-386/506,
4-12=-867/807, 4-14=-241/565,
3-14=-386I508
WEBS
5-12=-1350/2406, 6-12=-867/806,
6-10=-239/565, 7-10=3861506,
4-12=-867/807,4-14=-2411565,
3-14=-386/508
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vul1=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exten0r(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
Indicated.
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 alive load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s)2, 8 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 399 lb uplift at
joint 2 and 399 Ib uplift at joint 8.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Ply
A0280552
WRIOSCM1560BIL
A06
ROOF SPECIAL
1
1
�J.bR.Wnce(olplional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu
6.00 F12 5x6
6
3x6 G
5z6 Sxe O
5 7
4 W4
3x4 G 1.5x4 4
8
3 8
13 �
W2 6.8 = 8
12 11 5
3
"'8� % 3x8 MT20HS--
3.00 12 3x4
16 15
3.6 = 6.6 = 2x4 II 4x8
7-64 11-10-12 19-0-0 28-1-9 38-0-0
7-64 44-8 I 7-14 9-1-9 9- 0-7
Dead Load Dell. = 7/16 in
Plate Offsets (X Y)—
f7:0-3-0 0-3-01 f9:0-1-14 Edoel
fl4:0-5-8
04-81
LOADING(psf)
SPACING- 2-"
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL)
0.49 11-13
>924
360
MT20.
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.98
Vert(CT)
-0.96 11-13
>474
240
MT20HS
1871143
BCLL 0.0 `
Rep Stress lncr YES
WB 0.89
Horz(CT)
0.57 9
n/a
We
BCDL 7.0
Code FBC2017/TP12014
Matrix-MSH
Weight: 193 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30'Except'
B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-4-4 oc
purins.
BOTCHORD
Rigld ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 4-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-12)
9 =
1490/0-7-10 (min. 0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-400(LC 12)
9 =
400(LC 13)
Max Gmv
2 =
1490(LC 1)
9 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2649/1686, 34=4340/2667,
4-5=-3153/1816,5-6=-3052/1841,
6-7=-3136/1856, 7-8=4315/2672,
8-9=4678/2898
BOTCHORD
2-16=131612291, 4-14=-233/447,
13-14=2135/3999, 12-13=1897/3634,
11 -1 2=1 901 /3609, 9-11=2479/4215
WEBS
3-16=-14511920, 4-13=-117511004.
WEBS
3-16=-1451/920, 4-13=-1175/1004,
6-13=-128612346, 7-13=-8531776,
7-11=-315/579, 8-11=-337/439,
14-16=-1566/2749, 3-14=-720/1562
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psh BCDL=4.2psF, h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
Indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at Joint(s) 9 considers parallel to grain value
using ANSUTPI 1 angle to grain formula. Building
designer should verify capacity of beadng surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 400 lb uplift at
joint 2 and 400 Ito uplift at joint 9.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Ply
A0280553
WRMSCM156OBlL
A07
ROOF SPECIAL
1
1
e
Job Reference o tlonal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 2213:41:08 2019 Page 1
ID:Id_OOXyyT6IBi_TXo l iwHHzefvK-0HRMyTUiBL=VU Im7XJ Jal9_VzTpW5iq?kAtyl17E
19-9-7
1 H7E-4 11-00-12 18-2-9 19 25-0A 30812 3&0-0 39-0-0
'�� 7�d I 4d_8 fi 13 0-� 5-2-10 I '11 7.81
6.00 12 99�— Dead Load Deg. = 7/161n
3x6 i
5x6 G
5
4
3x4 i
3
W2
2 3
� y1
W4
13
5x8 =
5x6 C
7
12 11
30072 3x8 MT20HS--
3x4;
1.5x4 G
8
16 15
3x6 = 6x6 = 2x4 11 4x8
7-6-4 ItIFO 12 19-0-0 28-i-9 3800
7-6-4 4-0$ 7-1-4 9-10-7
Plate Offsets (X Y)--
17:0-3-0 0301 19:0-1-14 Edcel
113:0-2-8
0-3-81
114:0-5-8 0-4-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.71
Vert(LL)
0.49 11-13
>924
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.98
Vert(CT)
-0.96 11-13
>474
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.89
Horz(CT)
0.57 9
n/a
We
BCDL 7.0
Code FSC20171TP12014
Matrix-MSH
Weight: 193 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30'Except-
B1,B3:2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 244 no
purins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpl 4-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-12)
9 =
1490/0-7-10 (min.0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-400(LC 12)
9 =
-400(LC 13)
Max Grav
2 =
1490(LC 1)
9 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2649/1686, 3-4=-4340/2667,
4-5=-3153/1816, 5-6=-3052/1841,
6-7=-313611856, 7-8=-4315/2672,
8-9=-4678/2898
BOT CHORD
2-16=131612291, 4-14=-233/447,
13-14=-2135/3999, 12-13=1897/3634,
11-12=190113609, 9-11=247914215
WEBS
3-16=-1451/920,4-13=-1175/1004,
WEBS
3-16=-1451/920,4-13=-1175/1004,
7-13=-8537776, 7-11=-3151579;
8-11=-337/439, 14-16=-1566/2749,
3-14=-720/1562, 6-13=-1286/2346
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 9 considers parallel to grain value
using ANSI?PI 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 400 lb uplift at
joint 2 and 400 lb uplift at joint 9.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Ply
A0280554
WRYSCM1560BlL
A08
ROOF SPECIAL
1
1
Job Reference o tional
H9 naaT I tosses, ton rltllGe, rl .,v, ues,yuLa,uwe.wu,
3x4
3
nm,.v.c,aa rv,ny y .v ... .... .
ID:ld OOXyyT61Bi_TXoljwHHzefvK-C
-12 I 16-4-0 19-0-01 21-ffi1 25-0-1 I 30-5-12
8 45-5 2-8-0 2-7-15 3-0-2--5-5-11
5x10 MT20H5=
6.00 12
6
i5q&8
5x61
7
61.5x48
8
°? 1 2 �� BI 41! ova F-8
8
16 15
3x6 = Us = 2x4 II
12 11
3x8 MT20HS--
3.00 12 3x4
LOADING (psf)
SPACING-
2-0-0
CS].
DEFL,
in (loc)
Weft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC O.69
Vert(l)
0.46 11-13
>994
360
TCDL 10.0
Lumber DOL
1.25
BC 0.77
Vert(CT)
-0.8811-13
>516
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.88
Horz(CT)
0.51 9
n/a
n/a
BCDL 7.0
Code FBC2017TFP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP 2400F 2.0E *Except*
B1: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W3: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-7-13 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-9-14 oc bracing.
WEBS
1 Row at midpt 4-13
MiTek recommends that Stabilizers and required
cross bracing be installed during, truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
149010-7-10 (min. 0-1-12)
9 =
1490/0-7-10 (min.0-1-8)
Max Horz
2 =
-165(LC 10)
Max Uplift
2 =
-400(LC 12)
9 =
v100(LC 13)
Max Grav
2 =
1490(LC 1)
9 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2650/1686, 3-4=-4338/2666,
4-5=-3190/1839, 5-6=-3086/1861,
6-7=-3169/1875, 7-8=-4314/2671,
8-9=-4679/2899
BOTCHORD
2-16=-1317/2292, 4-14=-235/447,
13-14=-2130/3992, 12-13=-1896/3634,
11-12=-1899/3609, 9-11=-2480/4214
WEBS
3-16=-1451/921,4-13=-1132/971,
7-13=-817/745, 7-11=-315/578,
8-11=-340/441, 14-16=-1567/2749,
WEBS
3-16=-1451/921, 4-13=-1132/971,
7-13=-817/745, 7-11=-315/578,
8-11=-340/441, 14-16=-1567/2749,
3-14=-718/1558, 6-13=-1270/2322
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat.1I; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrenl with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 9 considers parallel to grain value.
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 400 Ib uplift at
joint 2 and 400 lb uplift at joint 9.
LOAD CASE(S)
Standard
a
G
3.8 a
Dead Lad Der. = 3181n
PLATES GRIP
MT20 2441190
MT20HS 1871143
Weight:191lb FT=10%
Job
Truss
Truss Type
Oty
Ply
'
A0280555
WRMSCM1560BlL
A09
ROOF SPECIAL
1
i
Job Reference o Bonal �
3x4 i
3 .
2
800 F12 5z6=
1.Sz4 II
7 85x6 /I
2z4 II 6
3z6O 1.5x4.11
49
20 19
3x6 = 6z6 = 2z4 II
17
5x8 =
1615
3x8 MT20HS--
3.00 12 3z8
is ini, ex Inoue[nes, Inc. I nu Auq 22 l J:41:1 u zula
Dead Load Defl. = 7/16 in
3x8 MT20HS-
10 3x4 Q
11
a N
5
b
14 y
1.6
x4 II 12t
3.8
LOADING(psf)
SPACING-
2-M -
CSL
DEFL,
in (loc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
0.45 15-17
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.79
Vert(CT)
-0.82 17-18
>555
240
BCLL 0.0 '
Rep Stress Incr
YES ,
WB 0.92
Horz(CT)
0.51 12
n/a
n/a
BCDL 7.0
Code FBC2017/TPI:
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T5: 2x4 SP M 30
BOTCHORD 2x4 SP 2400F 2.0E *Except'
31: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 `Except`
W3: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 4-10-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1490/0-7-10 (min.0-1-12)
12 =
149010-7-10 (min.0-1-8)
Max Hom
2 =
-147(LC 10)
Max Uplift
2 =
-385(LC 12)
12 =
-385(LC 13)
Max Grav
2 =
1490(LC 1)
12 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2654/1667, 3-4=-4164/2502,
4-5=-4068/2516, 5-6=-4195/2687,
8-9=-4018/2571, 9-10=-395212402,
10- 11 =-4023/2384, 11-12=-465212817,
6-7=-3504/2089, 7-8=-3504/2089
BOTCHORD
2-20=-1300/2296, 5-18=-253/307,
17-18=-1364/3106,16-17=-1344/3097,
15-16=-1351/3078, 14-15=-2410/4200,
12-14=-2404/4184
WEBS
3-20=-13911874, 6-17=-369/956,
8-17=-393/974, 8-15=-789/936,
WEBS
3-20=-1391/874, 6-17=-369/956,
8-17=-393/974, 8-15=-789/936,
18-20=-153112723. 3-18=-591 /1396,
6-18=-876/1043, 9-15=-306/346,
11-15=-575/572
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; SCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 12 considers parallel to grain
value using ANSUTPI 1 angle to,grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of tmss
to bearing plate capable of withstanding 385lb uplift at
joint 2 and 385 lb uplift at joint 12.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 204lb FT = 10%
Job
Truss
Truss Type
Qty
Ply
A0280556
WRty1SCM1560B1L
A10
Hip
1
1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, designQa a1truss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 22 13:41:112019 Page 1
ID: Id—OOXyyT61Bi_TXoljwHHzefvK-ps6VbU WaTGJVMyi LofthLDNfJj2fOxCYPoDOnCyll76
14-6-1
14{t
7-3-9 11-10.12
12�-0 19-0-0
23-3-15 268-0
26-7A
31-7-1
36-0-0
44-0
7-3-9 4.7-2
0-5424-0 4.3-15
4-3-15 24.0
2-71-9
2-11-9
64-15
14-0
Sx6 11
fi.00 12 1.5x4
II Sxfi I/
Dead Load Defl. = 7/161n
6
7 g
4x6 G
4x6 4
4
Sx6
w
6
9
3x4 G 4
l
1
1.Sx4 II
3
10
16
8
W2
6x6 = 15 14
N
17
0
N 3x4
4x6
e
1 2
3
N8x8 % 3.00 12
3x4
11 i'7
3x4
20
19
46 =
2x4 11
3x8
3x8 =
7-3-9 11-10-12 14-8-1 19-0-0
23-3-15 25-8-0
W;7-1
38-0-0
7-3-9 4-7-2
2-9-5
4%-15
4315 2-4-0
5-11-2
64-15
Plate Offsets (X Y)—
14.0-3-0 Edgel 19:0.3-0 0-3-01 111:0-0-10 Edoel (18.0-5-4 Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (too)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL) 0.49 16
>940
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.76
Vert(CT) -0.88 16
>516
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.71
Horz(CT) 0.56 11
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 202 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 `Except`
T2,T1: 2x4 SP No.2
BOTCHORD 2x4 SP 2400F 2.0E'Excepr
B1: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-14 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or4-10-12 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, m
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min.0-1-12)
11 =
1490/0-7-10 (min. 0-1-8)
Max Horz
2 =
-131(LC 10)
Max Uplift
2 =
-371(LC 12)
11 =
-371 (LC 13)
Max Grav
2 =
1490(LC 1)
11 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2665/1655, 3-4=-4180/2468,
4-5=-4099/2483, 5-6=-3712/2217,
6-7=-4761/2730, 7-8=-0761/2730,
8-9=-3782/2189, 9-10=-4541/2886,
10-11=-0651/2765
BOTCHORD
2-20=-1294/2309, 5-18=-252/353,
17-18=-1907/3788, 16-17=-1544/3375,
15-16=-1547/3396, 14-15=-1555/3382,
13-14=-2203/4032, 11-13=-2365/4179
WEBS
3-20=-13361842, 18-20=-1512/2693,
7-16=-269/219, 3-18=-565/1382,
WEBS
3-20=-13361842, 18-20=-151212693,
7-16=-269/219, 3-18=-565/1382,
6-17=-343/474, 8-14=-261/455,
6-16=-858/1772, 8-16=-846/1745,
9-14=-614/629, 9-13=-253/304,
5-17=-520/466
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C.Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurent with any other live
loads.
5)"This truss has been designed fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 11 considers parallel to grain
value using ANSUTPI 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 371 lb uplift at
joint 2 and 371 lb uplift at joint 11.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
qty
Ply
A0280557
WRMSCM1560BlL
All
Hip
1
1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com
6x6 =
22 21 20
3x6 = 1.5x4 11 3x6 3x6
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek
4x4 =
5
5x8 = 2x4 I I 4x4.= 6x6 =
19 18
GA = 2x4 11
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.30
Vert(LL)
-0.41
18
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.31
Vert(CT)
-0.76
18
>598
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.75
HOR(CT)
0.45
12
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matdx-MS
LUMBER -
TOP CHORD 2x4 SP 240OF 2.OE *Except*
T2: 2x6 SP 240OF 2.0E
BOT CHORD 2x4 SP 240OF 2.OE *Except*
B4,B5: 2x6 SP 240OF 2.0E
WEBS 2x4 SP M 30
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-6-8 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 6-19
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-8)
12 =
1490/0-7-10 (min. 0-1-8)
Max Hom
2 =
-114(LC 10)
Max Uplift
2 =
-354(LC 12)
12 =
-354(LC 13)
Max Grav
2 =
1490(LC 1)
12 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2704/1665, 3-4=-2179/1418,
4-5=-1888/1354, 5-6=-2071/1463,
6-7=-5615/3204, 7-8=-5649/3220,
8-9=-3715/2225, 9-10=-410312393,
10-11=-4749I2981, 11-12=-4790/2830
BOT CHORD
2-22=-131812354, 21-22=-1318/2354,
20-21=-1318/2354, 20-29=-102512077,
29-30>1025/2077, 19-30=-102512077,
16-17=-2319/4733, 15-16=-2146/4089,
14-15=-2151/4070, 12-14=-2428/4338
WEBS
3-20=-555/495,4-20=-415/734,
WEBS
3-20=-555/495,4-20=-415/734,
9-16=-955/1705,11-14=-236/311,
6-19=-3795/1935, 5-20=-531/268,
8-16=-17131913, 8-17=-788/1576,
17-19=-2124/4332, 6-17=-2531/5150,
10-14=-407/418,10-16=-364/388
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=166mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; and vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and anyother members, with BCDL =
7.Opsf.
6) Bearing at joint(s) 12 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 354 lb uplift at
joint 2 and 354 Ib uplift at joint 12.
LOAD CASE(S)
Standard
, Inc. Thu Aug 22 13:41:11 2019 Page
1VMyl LofthLDNmbj9nOxZYPoDOnCyI I7
38-0-0
6 -115
1-0
Dead Load Deft. = 3181n
W
nm
2 131y
4x8 d
38-0-0
6-6-15
PLATES GRIP
MT20 2441190
Weight: 246lb FT = 10%
Job
Truss
Truss Type
Qty
PIY
A0280558
WR)r,SCM1560B1L
Al2
Hip
1
f
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
5x8 =
Run: a.210 a May 18 2018 Print: 8.2iO s May is 20ib Mi ex Industries, Inc.
44 = 5x12 = 5.6 = 5x6 = 5x6 I/
5 6 7 8 g
Dead Load Deb. = 7116 in
3xfi = 3x4 = 3x6 = 5x8 = 3x4 11 4x8 c
3x4 =
r 11-0.0 14-8-3 18-2-9 21-5-3 24-0-13 27-0-0 32-3-i 38-0-0
11-0-0 3-8-2 3-6-6 3-2-10 2-7-11 2-11-3 5-3-2 5-6-15
Plate Offsets (X Y)—
[4:0-2-0 0-3-01 [6:0-3-8 0-2-121,
[11:0-2-11 0-0-101 [14:0-2-8
0-0-121 [16:0-3-15 Edoel f18:0-1-12 0-1-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(L-)
0.53
16
>853
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.45
Vert(CT)
-0.98
16
>466
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.80
Horz(CT)
0.51
11
n/a
n/a
BCDL 7.0
Code FBC2017ITP12014
Matrix -MS
Weight: 249lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x6 SP 240OF 2.0E
T3: 2x4 SP 240OF 2.0E
BOT CHORD 2x6 SP 240OF 2.0E *Except*
B1,B2: 2x4 SP 240OF 2.0E
WEBS 2x4 SP 240OF 2.0E
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-2-6 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 5-10-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, m
accordance with Stabilizer Installation quids.
REACTIONS. (lb/size)
2 =
1489/0-7-10 (min.0-1-8)
11 =
1489/0-7-10 (min.0-1-8)
Max Horz
2 =
-101(LC 10)
Max Uplift
2 =
-340(LC 12)
11 =
-340(LC 13)
Max Grav
2 =
1489(LC 1)
11 =
1489(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2679/1701, 3-4=-2317/1457,
4-5=-2313/1576, 5-6=-2441/1644,
6-7=-8194/4589, 7-8=-8739/4865,
8-9=-5950/3417, 9-10=-4394/2519,
10-11=-4821/2858
BOT CHORD
2-21=-1364/2361, 20-21=-978/2009,
19-20=-978/2009, 18-19=-1181/2310,
7-16=-112/324, 15-16=-3099/6097,
14-15=-199413989, 13-14=-2490/4410,
11-13=-2470/4374
WEBS
3-21=408/447, 4-21=-127/439,
WEBS
3-21=-408/447, 4-21=-1271439,
6-16=3226/6301, 6-18=-3066/1648,
16-18=-1859/3630, 8-15=-185611014,
9-15=-1346/2562, 9-14=-1541304,
10-14=-433/470, 8-16=-163013138,
5-19=-519/301, 5-18=-132/308,
4-19=-368/637
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 11 considers parallel to grain
value using ANSI?PI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 340 Ib uplift at
joint 2 and 340 lb uplift at joint 11.
LOAD CASE(S)
Standard
Job -
Truss
Truss Type
Qty
A0280559
WRMSCM1560BIL
A13
Hip
1
1
Jab Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.conl
Run: 8.210 s May18 2018 Print: 8.210 s May 18 2018 M7ek Industries, Inc. Thu Aug 22 13:41:13 2019 Page 1
ID:Id_0OXyyT61Bl_TXoljwHHzefvK-IEEFOAYRuZDCFBkv4v9QeT5yWgrUsBgs6iUs5yll74
B�dSao
[1+9 0.615 7+] -7 13+7 14-2.4 17S 19-0A 24-2-029-0-0 3&0-0 380b 9-0-
1.0.0 6011 33b 4+) -9-3 3-34 1-11.0 4 IV12 401 1 540
0-7-9
3x8 =
6x6 i 1.5x4 II 3x6 = 1.5x4 11
6x8
6.00 12 3x4 G 5 6 7 8 g 30 =10 11
4
3x4
3x4 i
12
1-6
4
v 1
2
223
RS 1
d
2826
32 31 297
20 21 19
18 17 16
15
4x4 = 1.5x4 11
4x8 = 2x4 II
3x6 II
4x8 = 3.6 =
1.5x4 II 3x6 =
3x6 =
5x8=4x4=
2x4
2x4 II 7x8=
3x4=
2x4 11
3x4 11
9-0-0
8+7
19E-02148J
d015 1-2-15 13-0-)
17-5.8 19+820+8 25-3-0
29M 33h0
38A
4:5 5 33-8 0-10`8
4-1-0 1d�-10.8 11
1112 111
560
0-1.8
0-1-8 1-3.12
0-)-9
Plate Offsets (X Y)--
[5:0-1-12 0-1-12] [11:0-1-12 0-1-121
[21:0-2-4 0-4-41
[30:0-5-12
0-2-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(LL)
0.06 15-38
>999
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.33
Vert(CT)
-0.07 28
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.68
Horz(CT)
0.02 13
n/a
n/a
BCDL. 7.0
Code FBC2017/TP12014
Matrix -MS
Weight: 248 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP Ne.2 *Except*
132: 2x6 SP No.2, B3: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural woad sheathing directly applied or 5-3-14 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cress bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
734/0-7-10 (min. 0-1-8)
19 =
1771/0-7-10 (min. 0-2-1)
13 =
482/0-7-10 (min.0-1-8)
Max Horz
2 a
-85(LC 10)
Max Uplift
2 =
-202(LC 12)
19 =
-710(LC 9)
13 =
-307(LC 8)
Max Grav
2 =
750(LC 23)
19 =
1771(LC 1)
13 =
512(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1 1801643, 3-4=-1059/566,
4-5=-889/511, 5-6=-610/338,
6-7=-610/338, 7-8=-526/809,
8-9=-526/809, 9-10=-518/800,
10-11=0/251, 11-12=-261/541,
12-13=-625/957
BOTCHORD
2-32=-425/1015, 27-30=-176014,
26-27=265/913, 25-26=-1477790,
24-25=401378, 22-24=-40/378,
21-22=0/283, 18-19=-423I370,
16-17=-732/512,15-16=-732/512,
BOT CHORD
2-32=-425/1015, 27-30=-1761714.
26-27=-265/913, 25-26=-1477790,
24-25=-40/378, 22-24=-40/378,
21-22=0/283, 18-19=-423/370, .
16-17=-732/512, 15-16=-732/512,
13-15=-732/512
WEBS
19-21=-1709/1450, 11-17=-483/278,
5-26=-210/369, 3032=-330/800,
12-17=394/630, 6-25=-272/233,
5-25=-261 /202, 7-25=-4841733,
7-21=-1130/680,10-18=-5351392,
18-21=-232/267, 10-21=-858/1012,
11-18=-512/546
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrenl 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 202 lb uplift at
joint 2, 710 lb uplift at joint 19 and 307 lb uplift at joint
13.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Qty
Ply
A0280560
WRVSCM'1560B1L
A14G
Hip Girder
1
1
optional) Job Reference
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com.
2
6x6 i 1.5x4 1
6.00 12
3x4
Run:8.210 s May 182018 Print:8.21 u s May 182018 Mi Tek industries, Inc. Thu
1.5x4 II
T.rgtiw 2019 raga
M]5zOHj_5mS20XylI7
s
�i
Dead Load Dan. = 1181n
4x10 5x6 =
9
1.5x4 i
1t
i 12
45 48 23 47
48
22 4
�
L_11�
29 28 26 25
2x4 II 21 18 19 1N
52 53
16 1554 55 14
4x10
3x6 = 4x4 = Us II
3x4 11 3x6 11
Us=
Sx6 = 3x8 =
Sx8 -
2x4 I I 8x12 =
2x4 II
3x4 11
64.6
19.5.15 21- 3
440 700 B 2-1;I 11-11-15 13-10.71
16-10.1
19-0-] 0-d-r
2P12
26$2 31-0-0 38-0-0
d00 300 1.2-1� 5-7-8 1 10 a
2 11 10
2.68 0.9 8 13-13
4 ] li
W.A
0-10-8
C9
13IAl
.o
Plate Offsets (X Y)-
14:0-1-12 0-1-121 110:0-3-0 0-2-01 116:0-0-0
0-1-121 f16:0-2-0 0-3-01 119:0-4-4 0-441 127:0-5-12 0-2-121
129:0-2-0 0-1-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Gd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(-L)
0.13 23-24
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.66
Vert(CT)
-0.2223-24
>999
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.72
Horz(CT)
0.07 12
n/a
n/a
BCDL 7.0
Cade FBC2017/TPI2014
Matrix -MS
Weight: 229 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 *Except'
B2: 2x6 SP No.2, B3: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W8: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-0-7 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 5-2-13 oc bracing.
WEBS
1 Row at midpt 6-19, 9-19
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
1304/0-7-10 (min. 0-1-9)
17 =
3893/0-7-10 (min.04-9)
12 =
745/0-7-10 (min. 0-1-8)
Max Horz
2 =
-69(LC 6)
Max Uplift
2 =
452(LC 8)
17 =
-2047(LC 5)
12 =
-582(LC 4)
Max Grav
2 =
1310(LC 19)
17 =
3893(LC 1)
12 =
756(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2379/815, 34=-2603/924,
4-36=-2318/846, 36-37=-2318/846,
5-37=-2318/846, 5-38=-2318/846,
38-39=-23181846, 6-39=-2318/846,
640=-925/2049, 4041=-925/2049,
741=-925/2049, 7-8=-93212058,
842=-932/2058, 942=-93212058,
943=-832/917, 4344=-8321917,
1044=-832/917, 10-11=-972/996,
Continued on page 2
TOPCHORD
2-3=-23791815, 34=-2603/924,
4-36=2318/846, 36-37=-2318/846,
5-37=-2318/846, 5-38=-2318/846,
38-39=-23181846, 6-39=-2318/846,
640=-925/2049, 4041=-925/2049,
741=-925/2049, 7-8=-932/2058,
842=-932/2058, 942=-932/2058,
943=-832/917,43-44=-832/917,
1044=-8321917, 10-11=-972/996,
11-12=-118211050
BOTCHORD
2-29=-716/2082, 28-29=-1201292,
24-27=-70612154, 2445=-791/2353,
4546=-79112353, 2346=-791/2353,
2347=-100/691, 4748=-100I691,
2248=-100/691, 2249=-100I691,
2049=-100/691, 20-50=-156I901,
19-50=-156/901, 17-52=1109/496,
52-53=-1109/496, 16-53=-1109/496,
15-16=-11091496, 15-54=-371/40;
54-55=-371/40, 14-55=371140,
12-14=-894/1022
WEBS
17-19=-365311872, 7-19=497/314,
27-28=-33/415, 4-27=-135/692,
5-23=-594/362, 6-22=01295,
6-23=-786/1893, 6-19=-3163/1277,
9-15=-220/319,15-19=-853/1137,
9-19=-238211577, 3-29=-374/165„
27-29=-610/1832, 3-27=-263/355,
9-14=-567/1025
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II;Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; porch right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
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 fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 452lb uplift at
joint 2, 2047 Ib uplift at joint 17 and 582 Ib uplift at joint
12.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 239
lb down and 249 lb up at 7-0-0, 1061b down and 116
Ib up at 9-0-12, 106 lb down and 116 lb up at 11-0-12
, 106 Ib down and 116lb up at 13-0-12, 106 lb down
and l l6lb up at 15-0-12, 1o61b down and 116lb up
at 17-0-12, 106 lb down and 116 lb up at 19-0-12,
118 lb down and 129 lb up at 21-0-12, 44 lb down and
71 lb up at 22-114, 44 Ib down and 71 Ito up at
24-114, 44 lb down and 71 lb up at 26-114, and 44
lb down and 71 lb up at 28-114, and 152 Ito down and
194 lb up at 31-0-0 on top chord, and 311 lb down
and 69 lb up at 7-1-12, 84 lb down and 21 lb up at
9-0-12, 84 lb down and 21 Ib up at 11-0-12, 84 lb
down and 21 lb up at 13-0-12, 84 Ib down and 21 Ib
up at 15-0-12, 84 lb down and 21 lb up at 17-0-12, 84
lb down and 21 lb up at 19-0-12, 77 Ito down at
21-0-12, 145lb dawn and 139 lb up at 22-114, 145 lb
down and 139 lb up at 24-114, 1451b down and 139
lb up at 26-114, and 1451b down and 139 lb up at
28-114, and 399 lb down and 393 Ito up at 30-114 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plo
Vert: 14=-60, 4-10=-60, 10-13=-60, 26-30=-14,
25-26=-14, 20-24=-14, 18-21=-14,18-33=-14
Concentrated Loads (lb)
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Job
Truss
Truss Type
Oty
Ply
,
A0280560
WRMSCM1560BlL
A14G
Hip Girder
1
i
Jab Reference o tional �
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:14 2019 Page 2
ID:Id_OOXyyT61 Bi_TXoljwHHzefvK-DOoeD W YTmBh4DPmwToDOzR6Dw5zDHL5mS2OXyll73
LOAD CASE(S)
Standard
Concentrated Loads (Ib)
Vert: 4=192(B)8=-31(B) 10=-105(B)28=-311(S)
14=-399(B)22=-73(B)6=-106(B) 36=-106(B)
37=-106(B)38=-106(B) 39=-106(B)40=-106(B)
41=-118(B)42=-31(B)43=-31(B)44=-31(B)45=-73(B)
46=-73(B)47=-73(B)48=-73(B)49=-73(B)50=-56(B)
52=-145(B)53=-145(B) 54=-145(8)55=-145(B)
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Job ,
Truss
Truss Type
Oty
Ply
A0280561
WR)ASCM1560B1L
8O1G
Hip Girder
1
1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attmss.com
Run:8.210s May .182018 Print:8.210 a May 182018 MIIeK industries, Inc. Inu Aug2213:41:lbzula
AYR -
3x4 = 1.5x4 11 4x4 = 3x4 = 4x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL-
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.80
Vert(LL)
-0.11
6-8
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.93
Vert(CT)
-0.20
6-8
>999
240
BCLL 0.0 `
Rep Stress Incr
NO
WB 0.23
Horz(CT)
0.07
5
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30 *Except`
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-1 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-7-1 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation ouide.
REACTIONS. (lb/size)
5 =
1389/0-3-6 (min. 0-1-10)
2 =
1454/0-7-10 (min. 0-1-11)
Max Horz
2 =
80(LC 8)
Max Uplift
5 =
-475(LC 9)
2 =
-502(LC 8)
Max Grav
5 =
1389(LC 1)
2 =
1454(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2594/887, 3-15=-2196/826,
15-16=-2196/826, 4-16=-2196/826,
4-5=-2535/868
BOTCHORD
2-8=-763/2244, 8-17=-763/2264,
17-18=-763/2264, 7-18=-763/2264,
6-7=-763/2264, 5-6=-702/2177
WEBS
3-8=-7/601, 4-6=-7/578
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical, left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) m This truss has been designed for a live load of
20.Opsf on the bottom chard in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 475 lb uplift at
joint 5and 502 lb uplift at joint 2.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 239
lb down and 249 lb up at 7-0-0, 118 lb down and 129
lb up at 9-0-12, and 118 lb down and 129 Ito up at
10-34, and 239 lb down and 249 lb up at 12-4-0 on
top chord, and 311 It, down and 69 Ite up at 7-0-0, 77
lb dawn at 9-0-12, and 77 lb down at 10-34, and 311
lb down and 69 lb up at 12-3-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the
faceof the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-4=-60, 4-5=-60, 9-12=-14
Concentrated Loads (lb)
Vert: 3=-192(B) 4=-192(B) 8=-31 1 (B) 6=-311(B)
15=-118(B) 16=-118(B) 17=56(13) 18=-56(B)
Load Defl. =1116 in
PLATES GRIP
MT20 244/190
Weight: 81 lb FT=10%
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Job
Truss
Truss Type
City
Ply
,
A0280562
WRMSCM1560BIL
B02
Hip
1
1
Job Reference (optional t
A-1 Root I russes, rort Plerce, FL 34946, design(ryattruss.com Run: 8.210 s May 182018 Print: 8.210 a May 18 2018 MTek Industries, Inc. Thu Aug 2213:41:16 2019 Pagel
ID:Id OOXyyT61Bi—TXoljwHHzefvK-9pwOeCa)IpynTjwJbCSs2G4XrkiahKGHY4x9TOyll71
10-44
1-0-0 9-0-0 9-e-0 18-11-12
1-0-0 i 9-0.0 A 8-7-12
0-8-0
44 � 1.5x4 11 Dead Load Deb. = 3/16 In
4x6
6.00 12
�i
4x4 =
Sx6 =
4x6 =
~
9-8-0
18-11-12
9-8-0
9-3-12
Plate Offsets (X,Y)—
I3:0-2-3,Edgel,I5:0-2-3,Edgel,I6:0-0-0,0-0-151,
17:0-3-0,0-3-41
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Well L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.65
Vert(LL)
-0.25
7-13
>929 360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.82
Vert(CT)
-0.43
7-13
>525 240
BCLL 0.0
Rep Stress Incr YES
WB
0.14
Horz(CT)
0.02
6
n/a We
BCDL 7.0
Code FBC2017/rPI2014
Matrix -MS
Weight: 69 lb
FT= 10%
LUMBER -
TOP CHORD 2x4 SP M 30 `Except•
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-3A oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 6-11-6 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
699/0-3-6 (min. 0-1-8)
2 =
789/0-7-10 (min. 0-1-8)
Max Horz
2 =
95(LC 12)
Max Uplift
6 =
-176(LC 13)
2 =
-215(LC 12)
Max Grav
6 =
699(LC 1)
2 =
789(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250.(lb) or less except
when shown.
TOPCHORD
2-3=-1012/619, 3-4=-806/675,
4-5=-806/675, 5-6=-1017/622
BOT CHORD
2-7=-394/806, 6-7=-394/806
WEBS
4-7=-8/372
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 pat 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 fitbetween the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 176 lb uplift at
joint 6 and 215 lb uplift at joint 2. .
LOAD CASE(S)
Standard
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Job ,
Truss
Truss Type
Qty
Ply
A0280563
WRIOSCM1560B1L
B03
Common
2
1
Job Referenceo tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18
MiTek Industries. Inc. Thu Auo 22 13:41:16 2019
44 =
Dead Load Defl. =1/81n
3x4 = 6.8 = 44 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deb
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC
0.37
Vert(LL)
-0.14
7-13
>999
360
TCDL
10.0
Lumber DOL
1.25
BC
0.72
Vert(CT)
-0.27
7-13
>848
240
BCLL
0.0
Rep Stress Incr
YES
WB
0.19
Horz(CT)
0.03
6
n/a
n/a
BCDL
7.0
Code FBC20171TP12014
Matrix -MS
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 5-1-3 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 7-4-3 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
6 =
69910-3-6 (min. 0-1-8)
2 =
789/0-7-10 (min.0-1-8)
Max Hom
2 =
100(LC 12)
Max Uplift
6 =
-180(LC 13)
2 =
-219(LC 12)
Max Grav
6 =
699(LC 1)
2 =
789(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1175f797,3-4=-866/597,
4-5=-863/595, 5-6=-11591782
BOTCHORD
2-7=-631/1022, 6-7=-610/983
WEBS
4-7=-286/491, 5-7=-328/363,
3-7=-364/386
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a'
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 180 lb uplift at
joint 6 and 219 lb uplift at joint 2.
LOAD CASE(S)
Standard
PLATES
MT20
6R
GRIP
244/190
Weight: 84 lb FT = 10%
Job
Truss
Truss Type
Oty
Ply
A0280564
WRMSCM1560BIL
B04G
Half Hip Girder
1
1
,r
Job Reference (. tonal)
n-i poor Trusses, ron Pierce, rL aasao, aesignLaanruss.com
nun: a.nua May 1e[utu Ynne aXiD S May 182u18 MITek Industries, Inc. Thu Aug 22 13:41:17 2019
Dead Load Dell. =1116 In
3x4 = 1.0. 11 4x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
0.09
6-9
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.58
Vert(CT)
-0.13
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WE 0.76
Horz(CT)
0.02
5
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
Weight: 57 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural woodsheathing directly applied or 4-1-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 9-2-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with,' Installation uide.
REACTIONS. (lb/size)
2 =
802/0-7-10 (min. 0-1-8)
5 =
105910-3-6 (min. 0-1-8)
Max Horz
2 =
166(LC 8)
Max Uplift
2 =
-264(LC 8)
5 =
-384(LC 5)
Max Grav
2 =
602(LC 1)
5 =
1059(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1157/360, 4-5=-294/188
BOTCHORD
2-6=-377/959, 6-12=-377/980,
12-13=-377/980, 5-13=-377/980
WEBS
3-6=-8/626, 3-5=-1170/453
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) 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 fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 264 lb uplift at
joint 2 and 384 lb uplift at joint 5.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 260
Ib down and 270 lb up at 7-0-0, and 118 lb down and
129 It, up at 9-0-12, and 120 lb down and 129 lb up at
10-10-12 on top chord, and 338 lb down and 72 lb up
at 7-0-0, and 77 Ib down at 9-0-12, and 78 lb down at
10-10-12 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-4=-60, 5-7=-14
Concentrated Loads (lb)
Vert: 6=-338(F) 3=-213(F) 10=-118(F) 11=-120(F)
'12=-56(F)13=-57(F)
Job
Truss
Truss Type
Dry
Ply
A02805fi5
WRYSCM1560BIL
B05
Half Hip
1
i
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13!41:18 2019 Page 1
ID:ld OOXyyT61Bi_TXoljwHHzefvK-5C183tbzgQCV103hIdVK7hAv1XQM9CDa000FXlyll7?
1-4-0 9-0-0 11-11-12
1-4.0 9-0-0 2-1142
5x8 � 1.5x4 II
44 = 1.5x4 11 44 =
LOADING(psf)
SPACING-
-2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL)
0.25
6-9
>566
360
TCDL 10.0
Lumber DOL
1.25
BC 0.82
Vert(CT)
-0.33
6-9
>425
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.30
Horz(CT)
0.01
2
n/a
n/a
BCDL 7.0
Code FBC20171TP12014
Matrix -MS
LUMBER -
TOP CHORD 2z4 SP M 30 `Except'
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 7-5-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
527/0-7-10 (min.0-1-8)
5 =
43310-3-6 (min. 0-1-8)
Max Horz
2 =
207(LC 12)
Max Uplift
2 =
-137(LC 12)
5 =
-137(LC 12)
Max Grav
2 =
527(LC 1)
5 =
433(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-434/146
BOTCHORD
2-6=-267/290, 5-6=-269/296
WEBS
3-6=-49/323, 3-5=-5721520
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) 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 137 lb uplift at
joint 2 and 137 lb uplift at joint 5.
LOAD CASE(S)
Standard
Dead Load Defl. = 3116 in
PLATES GRIP
MT20 2441190
Weight: 60 Ib FT=10%
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tiapllMiMMnvmn}IwYnTPLI'Lcgyghi b]Of4h1 Flw1irv¢see-RapeCu�p,d Ym9xtimulmanxbmaAMk4bc3w9wuftlN:wrvTan'q.mkalendtifflM.inwn
Job
Truss
Truss Type
qry
Ply
,
A0280566
WRMSCM1560BlL
BO6
Monopitch
2
1
Job Reference o tional
A-1 Roof Trusses, Fort Pierca, FL 34946, design@altruss.com
Run: 8.210 s, May 18 2018 Print: 8.210 s May 18 2018 Mil
1.6z4 II
4
3z4 =
1.5z4 11 4x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL)
0.06
6-9
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.33
Vert(CT)
-0.07
6-9
>999
240
BCLL 0.0
-Rep Stress Incr
YES
WB 0.42
Horz(CT)
0.01
5
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
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 8-1-5 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
527/0-7-10 (min. 0-1-8)
5 =
433/0-3-6 (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
2 =
-117(LC 12)
5 =
-200(LC 12)
Max Grav
2 =
527(LC 1)
5 =
433(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-605/196
BOTCHORD
2-6=-481/483, 5-6=-481/483
WEBS
3-5=-549/547
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • 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.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 117 lb uplift at
joint 2 and 200 lb uplift at joint 5.
LOAD CASE(S)
Standard
13:41:18 2019
PLATES GRIP
MT20 2441190
Weight 62 lb FT = 10%
Job
Truss
Truss Type
Ory
Ply
A0280567
WRLISCM1560BIL
CJ1
Comer Jack
10
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.00m Run: 8.210 s May 18
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vart(LL)
0.00
7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.03
Vert(CT)
0.00
7
>999
240
BCLL 0.0
Rep Stress lncr
YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 7.0
Code FBC2017ITP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
-5/Mechanical
2 =
18110-7-10 (min. 0-1-8)
4 =
-21/Mechanical
Max Horz
2 =
42(LC 12)
Max Uplift
3 =
-5(LC 1)
2 =
-71(LC 12)
4 =
-21(LC 1)
Max Grav
3 =
12(LC 8)
2 =
181(LC 1)
4 =
20(LC 8)
FORCES. Ile)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 5 lb uplift at
joint 3, 71 lb uplift atjoint 2 and 21 lb uplift atjoint 4.
LOAD CASE(S)
Standard
Inc. Thu Aua 22 13:41:19 2019
PLATES GRIP
MT20 244/190
Weight: 61b FT =10%
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��rryyggrtrt��,,�,�jjNT. p6ennnYay.,v'ry wvprM&bb0+��p,dhvg4Trvre,p'eeG WlW TP },Try.a®yn�®wpm ptt�Mmn llfm�rbOnirvuimeryBwfvpl w.mpircdtlgaP. WndeHwu FnOinxMO G��6�5
0.v.Bw ORd. pm�myyBWYg b,ym te44 m.Ma�NUC TsiBC.W4orv?i,V mL m11P� yymYbiNiOU NmJWLim;?+YWlwlmp:nv4 ,naYC.ien W�+.LMNtlbtlsnR�^abYi MSt9WtiE
dNs9AM M�QY VM Cabx4+HMeiM eYfbfTBrWVENe Rmd.iSmilr�O Y,e.BV Wwf CmnN:?nIFtlNY Mmm¢u1B5LO WG,LeCMTNmO6HCR m[mkrtwt�fv W.+40�CS lPLi4AwetivreapWPLiaa.nL RPlerte. R.V918
aw.ae. imvo.4�..W+eCY egv�YMTryu Y.arvfa,mauYeivpw�yAYnE q.wawaweeawm:,..varo brio+�w,m.¢1bsw=+LrE�w�nwTm.,euiLu o.ip,!mT,,.0 biea.�E„eb+,Wwn e+�*e": en om oeavn}a
'wmrmr,...:va.w.,rxi:c.�neve�,sa} a.mn,,.e.-tim�mm.ueva�.,;:x. b;..yam.ar�mwa..mco-..�.m o.mmda,aw} ronrmss®-
Job
Truss
Truss Type
Oty
Ply
,
A0280568
WRMSCM1560BIL
CJ3
Comer Jack
7
1
�JobReference
y
(optional)
A-1 Roof Trusses, Fort Plerce, FL 34946, design@aibuss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek
2x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
Udell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL) -0.00
4-7
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 0.08
Vert(CT) -0.01
4-7
>999
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL
7.0
Code FBC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
64/Mechanical
2 =
212/0-7-10 (min. 0-1-8)
4 =
231'Mechanical
Max Flom
2 =
82(LC 12)
Max Uplift
3 =
-43(LC 12)
2 =
-63(LC 12)
Max Grav
3 =
64(LC 1)
2 =
212(LC 1)
4 =
43(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; 8CDL=4.2psh h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 43 lb uplift at
joint 3 and 63 lb uplift at joint 2.
LOAD CASE(S)
Standard
Inc. Thu Aug 22 13:41:19 2019
PLATES GRIP
MT20 2441190
Weight: 12 lb FT=10%
Job
Truss
Truss Type
Oty
Ply
A0280569
WRMaSCM15601311-
CJ3B
Comer Jack
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pleme, FL 34946. design@aibuss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:20 2019 Page 1
ID:ld_0OXyyT61Bi_TXa1jwH HzefvK-2a9vUZdEM 1 SDxKD4g2XoC6FMKLH 1 dATsTivMbByll6z
30 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
Udell
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.11
Vert(L-) -0.00
3-6
>999
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.10
Vert(CT) -0.00
3-6
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
2
n/a
n/a
BCDL 7.0
Cade FBC2017/TP12014
Matrix -MP
Weight: 81b
FT= 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-7-7 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
95/0-3-6 (min. 0-1-8)
2 =
67/Mechanical
3 =
27/Mechanical
Max Horz
1 =
52(LC 12)
Max Uplift
1 =
-13(LC 12)
2 =
-47(LC 12)
3 =
-1 (LC 12)
Max Gmv
1 =
95(LC 1)
2 =
67(LC 1)
3 =
41(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end ver8cal left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom
chord live load nonconcument with any other live loads.
3) • 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 13 lb uplift at
joint 1, 47 lb uplift at joint 2 and 1 lb uplift at joint 3.
LOAD CASE(S)
Standard
�W�a�9aYm auF-, FOOF.YNIG6Fk^SELIGF"f, cENEM1. Sepus«wCa+o naNs sUsiou[F'fev+[mY�+sKtttxvtiEQcuyirlmm.vlMy aeg 9.mn,.rs«e vuan q�68. R.ssoesyi,o.eupdWlm�drte
. W0.m1..e,�Jf'�M,oMm1 a�1blrnN I#WpNxW {!c'a.opn, PBT00.mNAYW mRnm Quhb oaW MyNTOtIbM YJn N9�ab 0.¢'90 EnpYreaXvp 9R 8Q!��.MEnOmw}.6e vs'm v(TOO rep eM1 JUWBMnIg�PE 82B09
,M1. pa1m my,mvA9,mpmmPfYybUdde�giciNe.xq,s Tvv M�icINmlF. tcqony, mev Tpa, llwNua w�.rnb'mq baSepanpdmm waaw�MumolNs ixe.lw pyBwNn9i.P mp4 Muy Nma: Wigle Xaux FryMMry G.916t6
anv, YBammeBWbv0.+4ry.hv+mn,eea,e.RC.BaiB.tra 4iE^amb uJ VH2 T1m MPa'aJwRAw!^'M4tiva.d W'IThu`^a-b9Ma,M:nwSnMWM mdbu-V VMbw,++m>AM.' 45161 WM 4�M.
tl�&Atl onobsN cumin uv..maaow Twv9Nf42m.FdYm.md+.aAe Nnaf9vn'im®fbtl^YlnarMmC:4Wwb amwrN.asaen m...m.m.em.9M, Y��6Pti Tvr.r a.o,.. Llmegm�Tlx.anE. xai.r..n.s.&a
ua:i nmq�...sv.a.qee:®mTm.u..n,c....wm.mnm.a.dmwer.e�rmms�.J rcm,a we.mo.u.,mo...nrr.mmvE+w'.mefzT e.ewao.:�vmmTnmsr.+»E'9.�..w.�r4+'�"n:-Ea om: oaurzofe
.i^OYrttllsmg604M1MMT0.tiCpy+.q.1Cm184tPc9 Trvw.-p.4�:KImnJNubviml.invr)bm,'vpduDYlm�Trl Y�aAw{�m¢ma,A1FMTrm¢'
Job
Truss
Truss Type
pry
Ply
,
A0280570
WRMSCM1560B1L
CJ31-
Comer Jack
2
1
-,
Job Referenoa a 8onal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 22 13:41:212019 Page 1
ID:Id OOXyyT61Bi_TXoljwHHzefvK-WnjHhves7La4ZUoGNm2llKowvldl MdjOiMew7dyll6y
-1-4-0 2-T1-11
1Zo 2-11-11
LOADING(psf)
SPACING-
2-M
CS'.
DEFL. in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(L-) 0.01
4-7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.12
Vert(CT) -0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. fib/size)
3 =
64/Mechanical
2 =
21210-7-10 (min. 0-1-8)
4 =
23/Mechanicai
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
-43(LC 12)
2 =
-74(LC 8)
4 =
-29(LC 9)
Max Grav
3 =
64(LC 1)
2 =
212(LC 1)
4 =
43(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • 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 Vida will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 43 lb uplift at
joint 3, 74 lb uplift at joint 2 and 291b uplift at joint 4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 10%
Job .
Truss
Truss Type
Oty
Ply
A0280571
WRWCM1560BIL
CJ5
Comer Jack
6
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 22 13:41:212019
2x4 =
411-11
LOADING(psf)
SPACING-
24)-0
CSI.
DEFL.
in
(loc)
Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.37
Vert(LL)
0.04
4-7
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC
0.29
Vert(CT)
-0.05
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB
0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 7.0
Code FBC20171TP12014
Matrix -MP
Weight: 18 lb
FT= 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-11-11 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
122/Mechanical
2 =
27810-7-10 (min. 0-1-8)
4 =
48/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-73(LC 12)
Max Grav
3 =
122(LC 1)
2 =
278(LC 1)
4 =
77(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chard live load nonconcurrent with any other live loads.
3) • 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 81 lb uplift at
joint 3 and 73 lb uplift at joint 2.
LOAD CASE(S)
Standard
Hna.bw,pM1iy Ou'H1RWi Mlie5E6("6EllFP1; GENIAAL TEWA6mq CCNDMION6 C,/6TWAER rrDDDVFS{�A4%HCYYlEpG4ENl"Aom�Vei.Y)Negp M,ea1n µTwe Megn praMp(lD�aml tiu'
1 gxehq EgmmM mdvle4,my uvv lMum Ww,vb'alvYfm. WTCD wPy Ayn`e pow eavl�b,oefvnpWnaww®nwmpmpw..mu'rybesMug.dmsngvivurmp`crA YpDN4tl1 TPWW,lm MlDO b� Val Fvu Trvue Ep ,bp (f. :a}NQluwmJiEwnO�lma�w'!Wm ^NTCDrePim4M.en:i
Onv u.v Ovn✓vacwleapmlme¢e✓.tleq.Mgnr.m0�anwEmw R4L+�bGYNb6d!smR✓bYP/Mw+^Ial1'i[DD�eu�y4tl,mmWnw;eAudnaA in9:vlays ,nfWCX.eNb.'tpw9lewrtalsrMryi
dte9,itl1'G De4.Yvv/mb CmVCW PB Me1ae1 [MNA[TOD WAV L�44 'mtl Gb^=�ndP<.6N[,nYITnA?NFa1NY d,mn,en YBSGO WNYM>/'IRab �ChaenMenMA Wsr6pWN,m, 'TNhh¢a,bmYomTa.44 mA
QN�N6n Trvn Dvvi/rv.6mYRY ErgiwvA TNw YnulsSn n,WJu06ieM 66wA4f1^wMn0.gmOy,TNM.yblllpsYvinM�LLT6ebPa,NyEyievb�.Tµ BJILq Onq,AmT,cm,6yhnEgY,m,W uplWieq; lAl
Jnnelb D�mlaEpPp.0N C.491615
US, SIDtle fl'W.
FI. PIw.fLL9W
DaL: M2YA16
GYSYutl Wnu svos66af nTR1.'CqY^NI!^v16H4 RxlThu�v-/:nam,�lmtlµmvn�el.o vyMry gpe'm31nTaCM�tlMpwma mMF1RztTxan`
Job
Truss
Truss Type
Oy
Ply
A0280572
WRMSCM1560B1L
CJSA
Comer Jack
1
1
Job Reference o llonal '
A-1 Roof Trusses, Fort Pierre, FL 34946, design@altruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 Mifek Industries, Inc. Thu Aug 2213:41:22 2019 Pagel
ID:Id_0OXyyT61Bi_TXoljwHHzefvK-_zHfuFfUufixOeNTxTZGIXKgw8xJ54z9x0OTf3yl I6Y
-1-4-0 4-2-0
1-4-0 4-2-0
2x4 =
4-2-0
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(LL) 0.02
4-7
>999
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.18
Verl(CT) -0.02
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/7PI2014
Matrix -MP
Weight: 16 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
99/Mechanical
2 =
250/0-7-10 (min.0-1-8)
4 =
39/Mechanical
Max Horz
2 =
106(LC 12)
Max Uplift
3 =
-66(LC 12)
2 =
-68(LC 12)
Max Grav
3 =
99(LC 1)
2 =
250(LC 1)
4 =
63(LC 3)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=42psf; h=15ft;
Cat. II; Exp, B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3) `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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 66lb uplift at
joint 3 and 68 lb uplift at joint 2.
LOAD CASE(S)
Standard
QPbaae gowpljmwq.rY.J woGtaLsbE9i"sELiEA1 aENEFN. iEaMs a oNerrbxs cJ6r�uEx,� EAl noxngv�EpGNEN1+bm,,, JeAymag pvanv,a.aane,eaenomxma Tw®onp, meuM,p4iW)mtiu».
Ei+.'+%E�ei.xreemwrnealbrYma w. S�tl+au.»e. ymw tt+Y00 .nYn�p',,.,mTm m...armNTWaa da.H.7maAm'v^bmx.an..spwiMt�a^wi v+aWm atroo+wnrm.n �ene�eanim reezeoe
�..v xl,.�eM.ew,�ae�v».nmb `u. Mg,idu».ryx i»s wr:.aa 'ail: Taa.,n.e..�w..vuaa a.s.aw.a�,.we.^aHwwau.r Yo.m swa�.m....d tr^Mwe... vmox xa..srem.m„e c.lsisls
0.ea.W WIumL 9,^4Mg W+Bti tr.Y+muW dUrMC BtliB4W WY39 W. m11PFl. 4W^tldW RAMenY MNuad1M TY�»:.+�a0?M^4!�4.LUW'tlw wdMC^eMtlbMm.Y�TL,.�1xY1 11E161 Wtle BM1tl.
tlAabp Oniepsa Gn¢.rne FA,�Ire�Wb,ea'N"�wNP...utlGm.�^<IX9ie.WWmOCvnTen.141sM1 Y. mC:9Lp wYpMtlhTPIeMS AwrthnrcMbGMtl8W9a,[i rP.Y:eelvniMR9aSh Aiup RWe�u. FL 31918
M+faNi,w�ovry+.6ar»'rr+s-.�rcq Trv>'uewaaanm».m»xb.66w1h.ew4v.Y,q.Nw>t., �YY�l trt!6P�enMHh+64�CYENnrtrlroTOw9'lCnY.OP!JN�+(ai,uv8yfti?EVMw.MmT'.�W.u`y, lY oda ee2VA19
•.cB✓vNinuq®60MmTVL1.Ym)N�O.T18A1 PalTnmu.-Rmub[Ynol Yv 6av,',v1A epMALPu�x�NwtMwKMVm,�.'mNFI PMT,ua`
Job .
Truss
Truss Type
Qty
Ply
A0280573
WRMPCM1560BIL
CJSC
Comer Jack
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altiuss.com Run:8.210 s May 182018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 22 13:41:222019 Pagel
ID:Id_0OXyyT61B_TXo1jwHHzefvK-_zHfuFlUufxBeNTxTZGIXKeW8uw54z9x0OTf3yll6x
3x4 =
4-7-7
4-7-7
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.38
Vert(LL) 0.04
3-6
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.33
Vert(CT) -0.04
3-6
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.01
2
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 15 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-7-7 oc
purlins.
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 =
16910-3-6 (min. 0-1-8)
2 =
121110echanical
3 =
48/Mechanical
Max Horz
1 =
93(LC 12)
Max Uplift
1 =
-27(LC 12)
2 =
-83(LC 12)
Max Grav
1 =
169(LC 1)
2 =
121(LC 1)
3 =
74(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) a 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 27lb uplift at
joint 1 and 83 lb uplift atjoint 2.
LOAD CASE(S)
Standard
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13aP+>zEmwµNmai�LbH1�m.�WI�6L1a`awRMrllan Pan ao,WM Kx/T„m¢'
Job
Truss
Truss Type
Qty
Ply
,
A0280574
WRMSCM1560BlL
CJSL
Comer Jack
2
1
_
Joh Reference o Tonal
A-1 Root I russes, tort Pierce, 1-1- 84 b, ceslgn(a3anruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 22 13:41:23 2019 Page 1
R
3x4 =
LOADING(psf)
SPACING-
240-0
CSI.
DEFL.
in
(too)
Udeft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
Vert(LL)
0.10
4-7
>563
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.44
Vert(CT)
0.09
4-7
>648
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017ITP12014
Matrix -MP
Weight: 18 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or4-11-11 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
122IMechanical
2 =
27810-7-10 (min. 0-1-8)
4 =
48/1VIechanical
Max Hom
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-102(LC 9)
4 =
-51(LC 9)
Max Gnav
3 =
122(LC 1)
2 =
278(LC 1)
4 =
77(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. It: Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate gdp
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chard in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 81 lb uplift at
joint 3, 102 lb uplift at joint 2 and 51 It, uplift at joint 4.
LOAD CASE(S) ,
Standard
Job
Truss
Truss Type
Ply
A0280575
WRM$CM1560BiL
CJ6
Comer Jack
Fy
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Indushies, Inc. Thu Aug 2213:41:23 2019 Page 1
I D:Id_OOXyyT61Bi_TXoliwHHzefvKS9rl6bf6yg000yfVA4VgltnlYD5gXCJ9g7OB Wyll6w
1d-0 5-8-0
14-0 I 5-8-0
2x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deg
Lld
TCLL
20.0
Plate Grip DOL
1.25
TC
0.51
Vert(LL)
0.07
4-7
>897
360
TCDL
10.0
Lumber DOL
1.25
BC
0.40
Vert(CT)
-0.08
4-7
>803
240
BCLL
0.0 •
Rep Stress Ina
YES
WB
0.00
Hom(CT)
-0.00
3
nla
n/a
BCDL
7.0
Code FBC2017/7PI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-8-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
141/Mechanical
2 =
30210-7-10 (min. 0-1-8)
4 =
56/Mechanical
Max Ham
2 =
137(LC 12)
Max Uplift
3 =
-94(LC 12)
2 =
-77(LC 12)
Max Grav
3 =
141(LC 1)
2 =
302(LC 1)
4 =
89(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end verOral left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3) a 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 94lb uplift at
joint 3 and 77 lb uplift at joint 2.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 201b FT=10%
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Qwew&�waeNv�+.uneu-x.�coGiw66ea(sEelcul,
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arv. Ftslsu
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[apYY.M 6mi.enei6MnTpL1.'GbpppnlC.T16A1PmITrvar.- e%
Job
Truss
Truss Type
O'y
Ply
,
A0280576
WRMSCM1560BiL
GE01
Monopitch Supported Gable
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek
dr+
d
2x4 G
1.5x3 II
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.08
Vert(LL) We - We 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.03
Vert(CT) n/a - nla 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 n/a n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix-P
Weight: 9 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-8-0 oc
pur ins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
7112-8-0 (min. 0-1-8)
3 =
7112-8-0 (min. 0-1-8)
Max Horz
1 =
39(LC 12)
Max Uplift
1 =
-13(LC 12)
3 =
-33(LC 12)
Max Grav
1 =
71(LC 1)
3 =
71(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TPI 1.
3) Gable requires continuous bottom chord beading.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 13 Ib uplift at
joint 1 and 33 lb uplift at joint 3.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Ory
Ply
A0280577
WRMSCM1560BIL
HJ7
Diagonal Hip Girder
3
i
Jab Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946. design@aiuuss.com
I
Run: 8.210 a May 18 2018 Print: 8.210 a May 18 20
3X4 = 1AX4 11 JX4 =-
LOADING(pst)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
-0.05
6-7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.10
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.40
Horz(CT)
0.01
5
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
159/Mechanical
2 =
442/0-10-6 (min. 0-1-8)
5 =
274/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-107(1-C 4)
2 =
-180(LC 4)
5 =
-64(LC 8)
Max Grav
4 =
159(LC 1)
2 =
442(LC 1)
5 =
274(LC 1)
FORCES. (lb)
Max. Comp.lMax. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-11=-734/174, 11-12=-684/191,
3-12=-683/181
BOTCHORD
2-14=-266/679, 14-15=-266/679,
7-15=-266/679, 7-16=-266/679,
6-16=-266/679
WEBS
3-6=-717/281
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom
chord live load nonconcurrent with any other live
loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0wide will fit between the
bottom chord and any other members.
4) Refer togirder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 107lb uplift at
joint 4,180 lb uplift at joint 2 and 64 It, uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb
up at 1-4-9, 36lb down and 41 lb up at 4-2-8, 36 lb
down and 41 lb up at 4-2-8, and 661b down and 88 lb
up at 7-0-7, and 66 Ito down and 88 Ito up at 7-0-7 on
top chord, and 12 lb down and 401b up at 1-4-9, 12 lb
down and 40 Ib up at 14-9. 161b down at 4-2-8, 16 lb
down at 4-2-8, and 30 lb down at 7-0-7, and 30 lb
down at 7-0-7 on bottom chord. The design/selection
of such connection device(s) is the responsibility of
others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 5-8=-14
Concentrated Loads (Ib)
Vert: 11=57(F=29, B=29) 13=-74(F=-37, B=-37)
14=46(F=23, B=23) 15=-9(F=-4, B=-4) 16=-56(F=-28
, 8=-28)
rW
PLATES GRIP
MT20 2441190
Weight: 43 lb FT = 10%
Job
Truss
Truss Type
Oty
Ply
A0280578
WRMSCM1560BlL
HJ7A
Diagonal Hip Girder
1
1
y
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210 s May 182018
314 = 1.5x4 11 3x4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deb
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC
0.63
Vert(LL)
-0.05
6-7
>999
360
TCDL
10.0
Lumber DOL
1.25
BC
0.59
Vert(CT)
-0.11
6-7
>999
240
BCLL
0.0 '
Rep Stress Incr
NO
WB
0.42
Horz(CT)
0.01
5
n/a
We
BCDL
7.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
180IMechanical
2 =
45310-10-7 (min. 0-1-8)
5 =
301/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-125(LC 4)
2 =
-185(LC 4)
5 =
-67(LC 9)
Max Gmv
4 =
180(LC 1)
2 =
453(LC 1)
5 =
301(LC 11
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shaven.
TOPCHORD
2-1 1=-777/214,11-12=-727/231,
3-12=-726/221
BOTCHORD
2-16=2881720, 16-17=-288/720,
7-17=-2881720, 7-18=-2881720,
18-19=288/720,19-20=-2881720,
6-20=-2881720
WEBS
M=-760/304
:f1-Si*E
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 125 lb uplift at
joint 4, 1851b uplift at joint and 67 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)77
lb down and 901b up at 1-4-9, 771b down and 90 Ib
up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb
down and 41 lb up at 4-2-8, 54 lb down and 69 Ib up
at 5-10-11, and 661b down and 88lb up at 7-0-7, and
76 It, down and 103 lb up at 8-0-2 on tap chord, and
12 lb down and 40 lb up at 1-4-9, 12lb down and 40
lb up at 1-4-9, 16 lb down at 4-2-8, 16lb down at
4-2-8, 24 lb down at 5-10-11, and 30 lb down at 7-0-7
, and 40 lb down at 8-0-2 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert 14=-60, 5-8=-14
Concentrated Loads (Ib)
Vert: 11=57(F=29, B=29) 13=-14(F)14=-37(B)
15=-56(F) 16=46(F=23, B=23) 17=-9(F=-4, B=-4)
18=19(F)19=-28(B) 20=-36(F)
PLATES GRIP
MT20 244/190
Weight: 43 lb FT=10%
Job .
Truss
Truss Type
Qty
Ply
A0280579
WRM$CM1560BiL
HJ71-
Diagonal Hip Girder
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 22 1
2x4 = 1.5x4 11 3x4 =-
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
0.11
6-7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.10
6-7
>999
240
BCLL 0.0 '
Rep Stress Ina
NO
WB 0.40
Horz(CT)
0.01
5
nla
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 7-6-4 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
159/Mechanical
2 =
442/0-10-6 (min. 0-1-8)
5 =
274/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-110(LC 4)
2 =
-271(LC 4)
5 =
-229(LC 5)
Max Grav
4 =
159(LC 1)
2 =
442(LC 1)
5 =
274(LC 1)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-11=-734/451, 11-12=-6841468,
3-12=-683/462
BOTCHORD
2-14=-523/679,14-15=-523/679,
7-15=-523/679, 7-16=-523/679,
6-16=-523/679
WEBS
3-6=-717/553
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) • 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 110 Ib uplift at
joint 4, 271 lb uplift at joint 2 and 229 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 90 lb up at 1-4-9, 77lb down and 9016
up at 1-4-9, 36 lb down and 41 Ib up at 4-2-8, 36 lb
down and 41 lb up at 4-2-8, and 66 lb down and 88lb
up at 7-0-7, and 66 Ib down and 88 lb up at 7-0-7 on
top chard, and 51 lb down and 40 Ito up at 1 4-9, 51 lb
down and 40 lb up at 14-9, 10 lb down and 40 lb up
at 4-2-8. 10 lb down and 40 Ib up at 4-2-8. and 29 Ib
down and 71 lb up at 7-0-7, and 29 lb dawn and 71 lb
up at 7-0-7 on bottom chord. The design/selection of
such connection devices) is the responsibility of
others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increaseml.25
Uniform Loads (plf)
Vert: 1-4m-60, 5-8=-14
Concentrated Loads (Ib)
Vert: 11=57(F=29, B=29) 13=74(F=-37, 13=37)
14=46(F=23, B=23)15=-9(F=-4, B=-4) 16=-56(F=-28
, B=28)
PLATES GRIP
MT20 2441190
Weight: 431b FT=10%
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Job
Truss
Truss Type
Dry
Ply
A0280580
WRMSCM1560BlL
J7
Jack -Open
9
1
�J.b
Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:27 2019 Page 1
ID:Id 0OXyyT61Bi_TXoljwHHzetvK-Lx4YyyidiBKEHPFOkOgR7b2Mo9XHmLCu4H5EKHyll6s
-14-0 7-0-0
1-0-0 7-0-0
3x4 =
7-0-0
Dead Load Dell. = 118 in
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(too)
I/deg
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL)
0.17
4-7
>478
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.64
Vert(CT)
-0.20
4-7
>413
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.01
3
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MP
Weight: 241b FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied oc2-2-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation nulde.
REACTIONS. (lb/size)
3 =
178/Mechanical
2 =
349/0-7-10 (min. 0-1-8)
4 =
70/Mechanical
Max Horz
2 =
164(LC 12)
Max Uplift
3 =
-118(LC 12)
2 =
-85(LC 12)
Max Grav
3 =
178(LC 1)
2 =
349(LC 1)
4 =
111(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF h=15ft;
Cat. It: Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1181b uplift at
joint 3 and 85 lb uplift at joint 2.
LOAD CASE(S)
Standard
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RRau.R919W
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Job •
Truss Type
Qty
Ply
A0280581
WRM$CM1560B1L
JTruss
J7L
Jack -Open
5
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946. design@albuss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 22 13:41:27 2019
4x4 = 3x4 =
LOADING(psf)
SPACING-
2-0-0
CS].
DEFL.
in
(loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.52
Vert(LL)
0.18
6-9
>460
360
TCDL
10.0
Lumber DOL
1.25
BC
0.54
Vert(CT)
0.15
6-9
>542
240
BCLL
0.0
Rep Stress Incr
YES
WB
0.19
Horz(CT)
-0.00
6
n/a
nla
BCDL
7.0
Code FBC20171TPl2014
MaMx-MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-1-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (fib/size)
4 =
91/Mechanical
2 =
34910-7-10 (min. 0-1-8)
6 =
159/Mechanical
Max Horz
2 =
164(LC 12)
Max Uplift
4 =
-69(LC 12)
2 =
-134(LC 9)
6 =
-125(LC 9)
Max Grav
4 =
91(LC 1)
2 =
349(LC 1)
6 =
165(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-323/338
BOTCHORD
2-6=-582/283
WEBS
3-6=-307/633
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; porch left exposed;C-C for members and
forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) • 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 69 lb uplift at
joint 4, 134 lb uplift at joint 2 and 125 lb uplift at joint 6.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight 30 lb FT = 10%
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Job
Truss
Truss Type
Qty
Ply
,
A0280582
WRMSCN11560B11-
J7T
Jack -Open
6
1
_
Job Reference (optional)s
n i nuu� uuasas, run riewro, r� .r�sra, uesiyn�a a iwss.mrn
3x4 =
nun:a.zius may azu ornnr.o.ziusmayinzwomn
1.5x4 II
z
Inc. nu Aaq Z210:41:Za Zula
Dead Load Dee. =118 in
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
UdellL/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.34
Vert(LL)
0.22
6
>384
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.34
Vert(CT)
-0.23
6
>359
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.07
5
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MR
Weight: 27 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP 2400F 2.0E
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 6-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
166/Mechanical
2 =
360/0-7-10 (min. 0-1-8)
5 =
87/Mechanicel
Max Hom
2 =
164(LC 12)
Max Uplift
4 =
-105(LC 12)
2 =
-78(LC 12)
5 =
-7(LC 12)
Max Grav
4 =
166(LC 1)
2 =
360(LC 1)
5 =
118(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurre it with any other live loads.
3)' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 105 lb uplift at
joint 4, 78 lb uplift at joint 2 and 7Ib uplift at joint 5.
LOAD CASE(S)
Standard
Job •
Truss
Truss Type
DtY
plyA0280583
WRM$CM1560B1L
TO6
Common
4
1
Job Reference (optional)
A-1 Root Trusses, Fort Pierce, FL 34946, deslgn(tila1 Wss.com
Run: 8.210 s May 18 2018 Pnnt: 8.210 5
4x8 =
6.00 12 4
1.5x4 II 3x8 = 1.5x4 II
3x8 =
1.24 946
ib6 7.9-12
1-a6 H 6-7-6 0- 12
Inc. Thu Aug 22 13:41:29 2019
LOADING(psf)
SPACING-
2-OA
CSI.
DEFL.
in
(too)
1/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.24
Vert(LL)
0.09
9-10
>915
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC
0.38
Vert(CT)
0.07
9-10
>999
240
SCLL 0.0
Rep Stress Incr
YES
WB
0.09
Horz(CT)
0.00
9
n/a
n/a
BCDL 7.0
Code FBC20171TP12014
Matdx-MS
Weight: 69 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end vedicals.
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)
10 =
415/0-3-8 (min. 0-1-8)
9 =
415/0-3-8 (min. 0-1-8)
Max Horz
10 =
147(LC 11)
Max Uplift
10 =
-194(LC 8)
9 =
-129(LC 13)
Max Grav
10 =
415(LC 1)
9 =
415(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All farces 250 (lb) or less except
when shown.
TOPCHORD
3-4=-95/251, 4-5=-95/251
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF h=15ft;
Cat. II; Ezp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end ver8cal left and right exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 194 Ito uplift at
joint 10 and 1291b uplift at joint 9.
LOAD CASE(S)
Standard
wwmm.9Mv n..ao(k:TNl sE6 rbEi1,bgl;ExEqu.rRs uertmxs cUsrONen �tivbynuxrspWiEbcY[r!T'mmyveroy'mar.,.+ e.awnvasan esTra o:>,ay.rum9i7u%nnaa.s.
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Job
Truss
Truss Type
Qty
Ply
A0280584
WRMSCM1560BlL
T06A
Common
1
1
'6.
Job Reference (optional)
A-1 Roof Twwes, Fort Pierce, FL 34946, design(Nattruss.com
Faun: 821u a May 18 ZU16
4.8 =
6.00 12
16 2U16 MI I ex Inausmes, mL. I nU AUg LL 1d.41:Za ZU1U
1.5x4 II 3x8 = 1.5x4 II
3.8 =
FS,S,]
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.19
Vert(LL)
0.09
7-8
>900
360
TCDL 10.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
0.07
7-8
>999
240
SCLL 0.0 '
Rep Stress Ina
YES
WB 0.09
Horz(CT)
-0.00
7
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, 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 aulde.
REACTIONS. (lb/size)
8 =
322/0-3-8 (min. 0-1-8)
7 =
322/0-3-8 (min. 0-1-8)
Max Horz
8 =
135(LC 11)
Max Uplift
8 =
-98(LC 9)
7 =
-155(LC 9)
Max Grav
8 =
322(LC 1)
7 =
322(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-129/283, 3-4=-129/283
WEBS
2-8=-208/305, 4-7=-208/304
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch right
exposed;C-C for members and forces 8 MW FRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
4)' This truss has been designed fora live load of
20.Opsf an the bottom chord In all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 98 lb uplift at
joint 8 and 155 lb uplift at joint 7.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 65 lb FT=10%
Job •
Truss
Truss Type
Qry
ply
A0280585
WRMSCM1560B11-
T06SGE
Common Structural Gable
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18
48 =
6nn1 22
Us = 3.8 =
1.24 9 o
1.0.8 7-9-12
1-0.8 H 6.7.6
NI-12 -08
22 13:41:30 2019
Plate Offsets(X,Y)—
(4:0-2-0,0-0-41[5:0-0-0,0-0-0]
16:"-00-0-01
(18:0-1-150-0-121118:0-1-150-0-121
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.24
Vert(LL)
0.09
9-10
>915
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.38
Vert(CT)
0.07
9-10
>999
240
BCLL 0.0
Rep Stress Incr YES
WB
0.09
Horz(CT)
0.00
9
We
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
Weight: 84 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pur ins, 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 oulde.
REACTIONS. (Ib/size)
10 =
415/0-3-8 (min. 0-1-8)
9 =
41510-3-8 (min. 0-1-8)
Max Hom
10 =
147(LC 11)
Max Uplift
10 =
-194(LC 8)
9 =
-129(LC 13)
Max Grav
10 =
415(LC 1)
9 =
415(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
34=-95/251, 4-5=-95/251
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left and right exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; 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 ANS1fFPI 1.
4) All plates are 1.5x4 MT20 unless otherwise
indicated.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 194 lb uplift at
joint 10 and 1291b uplift at joint 9.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
City
Pty
A0280586
WRMSCM15601311-
VM08
Valley,
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946. design@aitmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 2213:41:30 2019 Page 1
ID:ld_OOXyyT6IBl_TXo ljwHHzefvK-IVmha_IV76io8t_7P9i8cDgy?NfezixLmFKuxcyll6p
1 4-0.0 6-0-0 I
4-0-0 2-0-0
3x4 =
3x4 =
3
4
2x4 G 1.5x4 II
LOADING(psf)
SPACING-
2-"
CSI.
DEFL. in (loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL) n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.22
Vert(CT) n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00 4
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix-R
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0.0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 1040-0 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
1 = 19315-11-8 (min. 0-1-8)
4 = 193/5-11-8 (min. 0-1-8)
Max Horz
1 = 70(LC 12)
Max Uplift
1 = -46(LC 12)
4 = -58(LC 9)
Max Grav
1 = 193(LC 1)
4 = 193(LC 1)
FORCES. fib)
Max. Comp./Max. Ten. - All forces 250 (Ib)or less except
when shown.
NOTES-
1) Unbalanced rcof live loads have been considered for
this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. it; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 pat bottom
chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 46 lb uplift at
joint 1 and 58 lb uplift at joint 4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 20 lb FT=10°/
Job ♦
Truss
Truss Type
Qty
Ply
A0280587
WRMkCM1560B1L
VM10
Valley
1
1
Job Reference (optional)
A-1 Root Trusses, Fort Pierce, FL 34946, design(o]altnlss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018MITek Industries, Inc. Thu Aug 22 13:41:312019 Page 1
I D:Id_OOXyyT61Bi_TXoljwHHzefvK-DiK3nK17mQgfmOZBuEN9RCCinl Vi8FU7v3RU2yll6o
8-0-0
8-0-0
2x4! 5
1.5x4 II
1.5A It
1.5x4 II
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.23
Vert(ILL)
n/a -
n/a
999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.11
Vert(CT)
n/a -
n/a
999
BCLL 0.0 •
Rep Stress Incr YES
WE 0.12
Horz(CT)
0.00
n/a
We
BCDL 7.0
Code FBC20177fP12014
Matdx-P
Weight: 31 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, 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 =
8917-11-8 (min. 0-1-8)
4 =
111/7-11-8 (min. 0-1-8)
5 =
33517-11-8 (min. 0-1-8)
Max Hom
1 =
147(LC 12)
Max Uplift
4 =
-51(LC 12)
5 =
-155(LC 12)
Max Grav
1 =
89(LC 1)
4 =
111(LC 1)
5 =
335(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-275/117
WEBS
2-5=-272/418
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces S MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 vide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 51 lb uplift at
joint 4 and 155 lb uplift at joint 5.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Qty
Ply
A0280588
WRMSCM1560BlL
VM12
Valley
1
1
4L
Job Refceereno tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Ino. Thu Aug 22 13:41:31 2019 Page 1
ID:ld_OOXyyT61Bi_TXo ljwHHzefvK-DiK3nK17mQgfmOZBmEN9RCBJnOZi77U?v3RU2yl16o
10-0-0
10-M
1.5.4 II
2x4 1- 5
1.5x4 II
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.31
Vert(LL)
n/a -
n/a
999
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.17
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.14
Hom(CT)
0.00 4
n/a
n/a
BCDL 7.0
Cade FBC2017/rP12014
Mabix-S
Weight: 40 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
12419-11-8 (min. 0-1-8)
4 =
14519-11-8 (min. 0-1-8)
5 =
41419-11-8 (min. 0-1-8)
Max Horz
1 =
188(LC 12)
Max Uplift
4 =
-67(LC 12)
5 =
-190(LC 12)
Max Gmv
1 =
124(LC 1)
4 =
145(LC 1)
5 =
414(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
1.2=-314/128
WEBS
2-5=-330/474
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
4)' This truss has been designed fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 67 Ib uplift at
joint 4 and 190 lb uplift atjoint 5.
LOAD CASE(S)
Standard
Job •
Truss
Truss Type
Qty Ply
A0280589
WRMSPM1560BlL
VM14
Valley
1 1
Job Reference (optional)
A-1 Roof Trusses, Fart Pierce, FL 34946, design@aItmss.com
3x4 G
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 22 13:41:32 2019 Page 1
ID:Id_0OXyyT61 BI_TXot)wHHzefvK-hutR?gmlXjzW OABOX7JcheIK4AKnRZvdEZp?OUyll6n
1.5x4 II
1.5x4 It
3
1.5x4 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deb
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.44
Vert(LL)
n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.30
Vert(CT)
nla -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.16
Horz(CT)
0.00 4
n/a
n/a
BCDL 7.0
Code FBC2017ITP12014
MaMx-S
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
153111-11-8 (min.0-1-8)
4 =
174111-11-8 (min. 0-1-8)
5 =
503111-11-8 (min.0-1-8)
Max Horz
1 =
229(LC 12)
Max Uplift
4 =
-81(LC 12)
5 =
-232(LC 12)
Max Grav
1 =
153(LC 1)
4 =
230(LC 19)
5 =
503(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
whenshown.
TOPCHORD
1-2=-363/149
WEBS
2-5=-402/545
NOTES-
1)Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psi bottom
chord live load nonconcument with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
7.Opsf.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 81 lb uplift at
joint 4 and 232 lb uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 48 lb FT = 10%
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JUNE 20, 2019 TYPICAL HIP / KING JACK CONNECTION STDTL01
v
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
Attach End Jack's
w/ (4) 16d Toe Nails @ TIC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
.Nails @ TIC & BC
Ci
I
ttach Corner Jack's
d (2) 16d Toe Nails
@ TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TIC &
BC (Typ)
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09e: 18
FFBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03
A,l ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772309-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
V-3'MAX.
OIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES 0
r 24' O.C.
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - I6d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - I6d 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 ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
V(5) - 10d COMMON WIRE NAILS.
ENO WALL
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 NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WINO 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 WINO SPEEDS .GREATER 120 MPH (ASCE 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUSS /
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE I ARE VALID
AND ARE TO BE FASTENED TO. THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE /
TRUSS
:n in
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
VERTICAL/STUDS ONLY.
JULY 17, 2017 I STANDARD PIGGYBACK TRUSS STDTL04'
!'nKlhIC!`TIlIAI nM-rA II 1 0,
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7-98, ASCE 7-02, ASCE 7.05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5-X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURUN 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.
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JULY 1712017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34M
772.409-1010
VALLEYTRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6"O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
P 12
SEE DETAIL "A"
BELOW (TYP.)
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3"X 0.131"= 10d
2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT.
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 NOTTO EXCEED 48°O.C.,
BASE TRUSSES
VALLEY TRUSS
(TYPICAL)
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO USP
WS45 (1/4° X4.5°) WOOD SCREWS
INTO EACH BASE TRUSS.
TRUSS CRITERIA:
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT= 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12
CATERGORY If BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD =50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
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FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL
STDTL06
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X0.131'=10d
2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL
"A
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
VALLEY
(TYPICAL)
I
TRUSS
BASE TRUSSES
VAII
II
I
I
I
I
�I
I I
I�
I
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
DETAIL A
(NO SHEATHING) N.T.S.
EY TRUSS
(TYPICAL)
SEE DETAIL'A'
BELOW (TYP.)
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS #2
MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/ TWO USP
MAX SPACING = 24' O.C. (BASE AND VALLEY)
WS3 (1/4" X 3") WOOD SCREWS
MINIMUMREDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
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JULY 1712017
0
11\VVVLV V!\LLL I VL I VL.11lli-
IGH WIND VELOCI
STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34W
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT =30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PS'.
MAX SPACING = 24' O.C. (BASE AND V1
SUPPORTING TRUSSES DIRECTLY UNL--- -
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
H ITO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
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FEBRUARY 17, 2017
STANDARD GABLE END DETAIL
STDTL08 4
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' O.C.
VERT
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUDVISRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' D.C.
(2) lOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - IDd NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM,
B 3X4= PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
*
V
DIAGONAL BRACING ** L - BRACING REFER
pq
REFER TO SECTION A -A TO SECTION B-B 24' MAX,
/
1OT .
MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2.
CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
12' MAX.
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, SPF OR SP #3 OR
BETTER WITH ONE ROW OF IDd NAILS SPACED G' O.C.
S.
DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4'-0' D.C.
S.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
-
7.
GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. DIAL.
BRACE
B.
THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. AT 1/3
POINTS
9.
00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE
TRUSSES. IF
NEEDED
10.
SOd AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11.
SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 05-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP#31STUD
121O.C.
3-810
5-641
6.6-11
11-1-13
2X4SPIDISTUD
16'0.C.
3.3.10
4-9.12
6&11
9-10-15
2X4 SP#31 STUD
24'0.C.
2-8.6
3.11.3
5-0.12
8-1-2
2X4SP#2
12'O.C.
3.10-15
5-6-11
6-6-11
11-8.14
2X4SP#2
16'0.C.
3511
4-9-12
6_6_11
10.8-0
2x4sP#z
24'O.C.
3-14
3-11-3
6-2-9
9-3.13
'- DIAGONAL BRACES OVER 6' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP 1112.
ROOF
SHEATHING
(2) - 10d
NAILS
TRUSSES B 24' O.C.
'2X6 DIAGONAL BRACE
SPACED 48' D.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
lUd NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
ROOF HEIGHT= 30 FEET
BORG
190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
�FEBRUARY 17, 2017 1^vim p . vw. v� p STDTL09
WITH 2X BRACE ONLY
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE SLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
10d
6' O.C.
NOTE. NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON
TWO—PLY TRUSSES 'NAIL TO BOTH PLIES)
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS RDWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2XB
2XB T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS,DL�pPE9p�
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FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTLi10"
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
�'.. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 RDDF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 349461 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO END, CONNECTED WITH A METH00 OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK 100 NOT
USE METAL FRAMING ATTACH TO VERTICAL CCC ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ITH
ANCHTO TOPACHORD 1 TTACH N ILS (0131, 31)d \N ILS �'(0131�3X 3'L d r ATTACH
TTA H0TO VERTICAL
I1 \ WEB WITH (3) - 10d
NAIL
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
TRUSS 2X6 4' - 0' WALL
STRONGBACK (TYPICAL SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0216' DIA1
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN 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 (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34W
772409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o.135
93.5
85.6
74.2
72.6
63.4
J
in
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
z
p
J
.131
75.9
69.5
60.3
59.0
51.1
0
.148
81.4
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TDE-NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16dNAILS (0162' OIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE .THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPDSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO ED'
45.00'
FEBRUARY 17, 2017
UPLIFT TOE -NAIL DETAIL
STDTL12 v
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-0031010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS P005 (LB/NAIL)
OIA.
SP
OF
SPF
SPF-S
LD
.131
59
46
30
20
Z
O
M39
J
.135
60
48
30
20
m
.162
72
58
37
25
J
2
(,
.128
54
42
28
27
19
LO
Z
O
.131
55
43
29
28
19
LU
.148
62
48
34
31'
21
J
J
N
Q
M
Z
.120
51
39
27
26
17
C0
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
s
.14B
57
44
31
28
20
M
NOTES:
1. TOE —NAILS SHALL BE DRIVEN AT AN ANGLE OF 30• WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, ANO 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 (0462' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WINO OOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (OOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
FOR WINO OOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
wo* USE (3) TOE —NAILS ON 2X4 BEARING WALL
for USE (4) TOE —NAILS ON 2XG BEARING WALL
NEAR SIDE
FAR 5
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
Ja BOunWPEe
END VIEW Fl W1Ne.. a24W ny
D.l: woig
Gale: Ml3Y3019
FEBRUARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT I STDTLI3
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
I.0x4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
ww. �wse¢+a..umeu�ie�e
«s� s waea+a.
RPmo.RL918
F
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14
FO EXTERIOR FLAT GIRDER TRUSS �
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772 409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF,TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 3011 (21-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
WTaefhuse EgWn4q CA91019
451511 is@M.
R PImq RN9N
P �RYA�B
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND
EEBkUARY 17, 2017 1 DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
T72-409-1010
3
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK +►
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
198D
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42-
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5485
3346
5019
2829
4243
2898
4347
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' OIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO 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: L = (2) X + C
2
• IOd NAILS NEAR SIDE
+ IOd NAILS FAR SIDE
X
BREAK
6' MIN
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 APPLYING 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.
G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16'
A-1 ROOF TRUSSES
4451 ST. LUCIEBLVD.
FORT PIERCE, FL 34946
772409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' O.C.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING'OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT I5 RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF..
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
Z.-
M �
A-1 ROOF
TRUSSES
AFLORIDACORPORATION
RE: Job WRMSCM1560BlL
No.
Seal #
Truss Name
Date
37
A0280583
T06
8/22/19
38
A0280584
T06A
8122119
39
A0280585
T06SGE
8/22119
40
A0280586
VM08
8/22/19
41
A0280587
VM10
8/22119
42
A0280588
VM12
8/22119
43
A0280589
VM14
8122119
44
STDL01
STD. DETAIL
8122119
45
STDL02
STD. DETAIL
8122119
46
STDL03
STD. DETAIL
8/22/19
47
STDL04
STD. DETAIL
8/22119
48
ISTDLO5
I STD. DETAIL
8122/19
49
STDL06
STD. DETAIL
8/22/19
50
STDL07
STD. DETAIL
8122119
51
STDLOB
STD. DETAIL
8122119
52
STDL09
STD. DETAIL
8122119
53
STDL10
STD. DETAIL
8/22119
54
STD1-11
STD, DETAIL
8122119
55
STDL12
STD. DETAIL
8122119
56
STDL13
STD. DETAIL
8122/19
57
STDL14
STD. DETAIL
8122119
58
STDL15
STD. DETAIL
8122/19
59
STDL16
STD. DETAIL
8122119
Lumber design values are in accordance with ANSIfTPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Page 2 of 2
J. 9 Dunlap K.M
M*HwwE ltr eM0D 31515
.5151...
Ft P'aeu,Rd1915
Dale: 6VL1M10