HomeMy WebLinkAboutTRUSS PAPERWORKfie`®
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A-1 OF
TRUSSES
JA F,L0RIDA.&0RP!QRATION
LL
..
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING I
BUILDER: RENAR
PROJECT. MORNINGSIDE
COUNTY: ST LUCIE
LOT/BLK/MODEL: LOT.38 / MODEL:CAYMAN 1763 / ELEV:B3 / GAR R
JOB#: 73922
MASTER#: WRMSCMB3L15X10
OPTIONS: 150 SF REAR PORCH NO VALLEYS
4
a
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCMB3L15X10
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
Site Information:
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Model: CAYMAN 1763
Address: Subdivision:
City: County: St Lucie 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 27 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 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0118563
A01
8/29/18
13
A0118575
B04
8/29/18
25
A0118587
J2
8/29/18
2
A0118564
A02
8/29/18
14
A0118576
B04GE
8/29/18
26
A0118588
J5
8/29/18
3
A0118565
A03
8/29/18
15
A0118577
C01 G
8129118
27
A0118589
T01 GE
8/29/18
4
A0118566
A04
8/29/18
16
A0118578
CO2
8129118
28
STDL01
STD. DETAIL
8129/18
5
A0118567
A05
8129/18
17
A0118579
CO3
8129118
29
STDL02
STD. DETAIL
8129/18
6
A0118568
A06
8129/18
18
A0118580
C04GE
8129118
30
STDL03
STD. DETAIL
8/29118
7
A01185%
A07
8129/18
19
A0118581
C05
8/29118
31
STDL04
STD. DETAIL
8129/18
8
A0118570
A08
8/29118
20
A0118582
CA
8/29/18
32
STDL05
STD. DETAIL
8/29118
9
A0118571
A09GE
8/29118
21
A0118583
CJ3
8129/18
33
STDL06
STD. DETAIL
8129118
10
A0118572
B01GE
8/29118
22
A0118584
D01
8129/18
34
STDL07
STD. DETAIL
8129118
11
A0118573
B02
8/29/18
23
A0118585
HJ2
8129118
35
STDL08
STD. DETAIL
8/29118
12
A0118574
B03
8/29/18
24
A0118586
1 HJ5
8/29/18
36
STDL09
STD. DETAIL
1 8129118
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses,
Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2019.
NOTE.The seal on these drawings indicate acceptance of professional
engineering responsibility solelyfor the truss components shown.
The suitability and use of components for any particular building is the responsibility of the
building designer, per ANSIfTPI-1 Sec. 2.
The Truss Design Drawing(s)(TDDIs]) referenced have been prepared based on the
construction documents (also referred to at times as 'Structural Engineering Documentsl
provided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tanabe III PE by JAI Roof
Trusses or specific location]. These TDDs (also referred to at times as 'Structural
Engineering Documental are specialty structural component designs and may be part of the
projects deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professionaAnthony T.
engineering responsibility for the design of the single Truss depicted on the TOO only. The
Building Designer is responsible for and shall coordinate and review the TODs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes.
3B BC A2 2100 00 00 00 4C 12 87 DF
Page 1 of 2
MA-1 ROOF
-TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCMB3L15X10
No.
Seal #
Truss Name
Date
37
STOL10
STD. DETAIL
8129/18
38
STDL11
STD. DETAIL
8/29/18
39
STDL12
STD. DETAIL
8129118
40
STDL13
STD. DETAIL
8/29/18
41
STDL14
STD. DETAIL
8/29118
42
STDL15
STD. DETAIL
8/29/18
43
STDL16
STD. DETAIL
8/29/18
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 •
These truss designs rely on lumber values established by others.
Page 2 of 2
Job
Truss
Truss Type
ly
Ply
RENAR MORNINGSIDE
A0118563
WRMSCMB3L15X1O
A01
Roof Special
F
1
Job Reference (otional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitn{ss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek
6.00 12
500 MT20H6=
Inc. Wed Auq 29 15:28:412018
17 16 - 3.001te
3.6 = 4x6 = 2x4 11 3x4 II Sx12= 3xfi
=
7-38 11-to-10 15-6-0 19-1-6 2740-2 38-0-0
738 47-1 3-7-6 3-7-0 8-8-t2 10-1-14
Dead Load Defl. = 118In
Plate Offsets (X Y)-
(7:0-3-0 0-3-01 111:0-1-8 0-3-01
it 3:0-6-8
0-2-81
115:0-5-0 Edgel
-
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/deg
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.93
Vert(LL)
0.35 14
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.88
Vert(CT)
-0.48 11-12
>945
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Ina YES
WB
0.99
Horz(CT)
0.30 9
nla
me
BCDL 10.0
Code FBC2017rrP12014
Matrix-MSH
Weight: 222 Ib
FT = 10
LUMBER -
TOP CHORD 2x4 SP M 30'ExcepV
Tt: 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
B2: 2x4 SP No.3, B6: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W3,W7,W9: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 4-2-6 oc bracing.
WEBS
1 Row at midpl 11-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
148210-7-10 (min. 0-1-12)
9 =
148210-7-10 (min. 0-1-12)
Max Horz
2 =
-167(LC 10)
Max Uplift
2 =
-370(LC 12)
9 =
-368(LC 13)
Max Grav
2 =
1482(LC 1)
9 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2654/1639, 3A=-4224/2520,
4-5=-3578/2091, 5-6=-3485/2116,
6-7=-3262/1858, 7-8=238211529,
8-9=-2684/1736
BOTCHORD
2-17=-1276/2306. 4-15=-211/377,
14-15=-200713890, 13-14=110412894,
6-13=-994/2140, 9-11 =- 141412374
WEBS
3-17=1304/841, 15-17=-1485/2692,
3-15=630/1441, 4-14=-7671718,
11 -1 3=142412784, 7-13=14/455,
WEBS
3-17=13041841, 15-17=-1485/2692,
3-15=-630/1441, 4-14=-767[718,
11-13=-1424/2784, 7-13=-14/455,
7-11=-10061570, 8-11=-389/478,
6-14=-547r700
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=S.Opsf; h=13ft;
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 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 370 lb uplift at
joint 2 and 368 lb uplift at joint 9.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIrrPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Anthony T. Tombo 111, P.E.
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z80083
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I
44515E Lade Blvd.
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Fort Pierre, FL. 34946
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Job
Truss
Truss Type
Dty
WRMSCM1331-15X10
A02
Scissor
3
�Ply
1
�RENARMORNINGSIDE
« A0118564
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altiuss.com
1.5x4
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc.
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-Zfh_U7yAy9VN7,
40-0 64 2 I 125-30.0-15
604
6.00 12 5.6 =
5
5.6 6
5x6 O
q 6
14
W 3 1.Sx4
2 co 7
12
6x8 =
14 13 11 0
US MT20HS� 3x8 MT20
3x4 c 3.00 12 3x4
1.5M II
1.5x4 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
Lld
TCLL 20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
0.55 12-14
>826
360
TCDL 7.0
Lumber DOL
1.25
BC 0.84
Vert(CT)
-0.80 12-14
>570
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.93
Horz(CT)
0.50 8
nla
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2'ExcepV
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 -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 4-7-10 oc bracing.
Except'
4-8-0 oc bracing: 8-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. fib/size)
2 =
148210-7-10 (min.0-1-11)
8 =
148210-7-10 (min.0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
-369(LC 12)
8 =
-369(LC 13)
Max Gmv
2 =
1482(LC 1)
8 =
1482(1-C 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-4676/2810, 34=431412537,
4-5=-3129/1785, 5-6=3129/1785,
6-7=-4341/2562, 7-8=4660/2828
BOTCHORD
2-14=-240214233, 13-14=-1831f3605,
12-13=182713640, 11-12=1829/3643,
10-1 1=-1842/3607,8-10=2418/4245
WEBS
5-12=-1278/2430, 6-12=-850ff86,
6-10=-262/633, 7-10=-319/445,
WEBS
5-12=1278/2430, 6-12=-05Of786,
6-1O=262/633, 7-10=-319/445,.
4-12=848f781, 4-14=257/625,
3-14=-318/465
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=5.Opsf;. h=13ft;
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) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 par 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-" 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/rPI 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 369 lb uplift at
joint 2 and 369 lb uplift at joint 8.
8) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verity that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Sx8
1.5x4 II
4x8 //
29
Dead Load Dell. = 5116 in
PLATES
GRIP
MT20
2441190
MT20HS
1871143
Weight200Ib
FT=10%
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Anthony T. Tombo 111, P.E.
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44515t. Lude Blvd.
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FOR Pie,w,R. 34946
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Job
Truss
Truss Type city
Ply
A0118565
WRMSCM93L15X10A03
Scissor 10
1
�RENARMORNINGSIDE
Jab Reference (o2tiona0
A-1 RM1oof Trusses, Fort Pierre, FL 34946, design@altruss.com
1.5x4
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MI
6.00 12 5.6 =
5x6 G
5x6 1
6
2
6x8 =
14 13 11 10
3x8 MT201-!5% 3x8 MT20HS,�
3x4 � 3.00 12 3x4 x
1.5.4 i
7
Inc. Wed Auo 29 15:28:42 2018
4x8
48 0
9-10-4 19-0-0 28-1-12 38-0-0
9-i r44 9-1-12 9-1-12 9-10-4 _
Dead Load Dee. = 5116 in
N
89
Ig
Plate Offsets (X Y)-
12:0-1-14 Ednel 14:0-3-0 0-3-01
f6:0.3-0 0-3-01
18:0-1-14 Edoel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defi
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.66
Vert(L-)
0.57 12-14
>806
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.84
Vert(CT)
-0.82 12-14
>557
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.93
Horz(CT)
0.52 8
We
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weighl:179lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *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.
BOTCHORD
Rigid ceiling directly applied or 4-7-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
148210-7-10 (min.0-1-11)
8 =
148210-7-10 (min.0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
-369(LC 12)
8 =
-069(LC 13)
Max Grav
2 =
1482(LC 1)
8 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3==1676/2809, 34=4314/2536,
4-5=-3130/1786, 5-6=3130/1786,
6-7=4314/2551, 7-8=4676/2830
BOTCHORD
2-14=240114233, 13-14=183213605,
12-13=-1827/3641, 11-12=-1832/3641,
10-11=1837/3605, 8-10=-2423/4233
WEBS
5-12=-1279/2431, 6-12=-848f779,
6-10=-254/625,7-10=-318/464,
4-12=8481780, 4-14=256/625,
3-14=318/465
WEBS
5-12=-127912431, 6-12=-848f779,
6-1O=254/625, 7-10=-3181464,
4-12=-848f780,4-14=-2561625,
3-14=318/465
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=5.Opsf; h=13ft;
Cat. II; Erp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exledor(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 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSIITPI 1 angle to grain formula.
Building designer should verify rapacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 369 lb uplift at
joint 2 and 369 lb uplift at joint 8.
8) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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' Andony T. Tornbo III, P.E.
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, 3494
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Job
Truss
7russType
City
Ply
WRMSCMB3L15X10
A04
ROOF SPECIAL
4
1RENARMORNINGSIDE
1
A0118566
...,--.r-._-__ .-_�..,____
�, .- ............. ...
Job Reference o fional *;
is IVe1 ex m0usmes, ma vvee Aug Ls 1b:Z6:4J ZUl6
6 00 12 7x6 11
6
18 17 '- —
4xf0= 1.5x411
3.6 = Sxfi = 2x4 II 3.00[12 3x8
-8x8 = 1.5x4 II
11-7-10 21.2-10 233-2
Dead Load Defl. = 3116 in
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deft
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.93
Vart(LL)
OA7 11-12
>974
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC
0.85
Vert(CT)
-0.6511-12
>699
240
BCLL 0.0
Rep Stress lots
YES
WB
1.00
Horz(CT)
0.36 9
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 2221b FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except' ,
T1,T4: 2x4 SP M 30
BOT CHORD 2x4 SP N0.2'Excepr
B2,84: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3'Except•
W6: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 4-9-3 oc bracing. Except:
10-" oc bracing: 15-17
WEBS
1 Row at midpt
4-14. 6-14, 6-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149110-7-10 (min. 0-1-12)
9 =
148510-7-10 (min. 0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
365(LC 12)
9 =
-367(LC 13)
Max Grav
2 =
1491(LC 1)
9 =
1485(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2635/1604, 3-4=2700/1747,
4-5=-1822/1223,5-6=-1717/1250,
6-7=-3863/2402, 7-8=-460112946,
8-9=4661Y2731
BOT CHORD
2-1 8=1 233/2282, 4-15=.310/655,
14-15=-1254/2423, 7-12=-511/558,
11 -1 2=1 67813630, 9-11=-2320/4205
WEBS
3-18=-466/340, 15-18=-112312282,
WEBS
3-18=-466/340, 15-1 8=-1 12312282,
4-14=110361801, 6-14=-492/98,
7-11=794/860, 8-11=-352/502,
12-14=685/1887, 6-12=-1708/3244
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=S.Opsf, h=13ft;
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) 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-" wide will fit between the
bottom chord and any other members.
5) Bearing at joint(s) 9 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacityofbearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 365 to uplift at
joint 2 and 367 lb uplift at joint 9.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIRPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Ply
WRMSCM63L15X10
A05
HIP CAT
�Qty
1
�RENARMORNINGSIDE
1
A0118567
Job Reference o Oonal
A-1 Roof Trusses, Foil Pierce, FL 34946, design@altnuss.com
Run: 8.210 s May 18 2018 Pnnl: 8.210 s May 18 2018 MITek
1b
60012 5x6= 6x6=
20 19 ,o eza II
3.4 = 1.5x4 II 4x8
3xfi= 6x6= 3x411 4x8= 3.0012
8x8 =
1.Sx4 II
1-0 1-"
Dead Load Defl. = 31161n
Plate Offsets (X Y)—
[4:0-5-0 0-3-01 [5.0-3-00-2-01
f6:0-3-0
0-2-01
[8:0-1-15 0-0-01 19:0-0-0 0-1-121 [9:0-3-O Edge] 110:0-1-14 Edge1
f 13:0-6-00-0-12]
[17:0-5-12 0-4-41
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.71
Vert(L-)
0.4712-13
>968
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.86
Vert(CT)
-0.67 12-13
>681
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WS
0.85
Horz(CT)
0.37 10
n/a
n/a
BCDL 10.0
Code FBC2017/TPl2014
Matdx-MSH
Weight: 2361b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T4,T5: 2x4 SP M 30
BOTCHORD 2x4 SP N0.2 *Except*
B2,84: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W6: 2x4 SP No.2
OTHERS .2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-8-8 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or4-8-13 oc bracing.
Except:
10-041 oc bracing: 17-19
WEBS
1 Row at midpt
4-16, 6-15, 7-12, 6-13
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, In
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
2 =
1491/0-7-10 (min. 0-1-12)
10 =
148510-7-10 (min.0-1-11)
Max Horz
2 =
-159(LC 10)
Max Uplift
2 =
-359(LC 12)
10 =
-362(LC 13)
Max Grav
2 =
1491(LC 1)
10 =
1485(LC 1)
FORCES. (Ib)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2721/1649, 3-4=2697/1687,
4-5=-1876/1277, 5-6=1602/1239,
6-7=-3879/2412, 7-8=4665/2991,
8-9=4517/2738, 9-10=4689/2737
BOTCHORD
2-20=-1302/2377, 4-17=-229/596,
BOTCHORD
2-20=-1302/2377, 4-17=-229/596, LOAD CASE(S)
16-17=122412404, 15-16=-61511602, Standard
7-13=-532/615, 12-13=-167713640,
10-12=2333/4230
WEBS
3-20=267/251, 17-20=-117912225,
4-16=-9757739, 5-16=2671546,
6-15=1358/503, 7-12=-839/887,
8-12=344/505, 13-15=-82312180,
6-13=-182113504
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=i60mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; End., 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
pending.
4) All plates are MT20 plates unless otherwise
indicated.
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 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 10 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 truss
to hearing plate capable of vdthstanding 359 lb uplift at
joint 2 and 362 lb uplift at joint 10.
9) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
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Job
Truss
rmss7ype
OIY
Plv
RENARMORNINGSIDE
WRMSCMB3L15X10
A06
HIP CAT
1
1
A0118568
A-1 R,vN Teiaw� Fn,a Rle...e
n annxc w.._:...,a_---._-___
.... .. ..... .. ..__.__..
__._
Job Reference o tional c
...,,.-... o, ucart.". o.t luS Mdy le CU'o rem: n.2lu5
0
1314
Sx10
6.00 12 Sx8 it 3x4 11
Inc. Wed Aua 29
w -m 3x4 = --- ,:
3.6 = 6x6 = 3x4 II 1.5x4 II 3.00112 4x8 C
8xe = 7.8 =
0810
trio
Dead Load De0. =1/4 in
_Plate Offsets (X,YI- I7:0-2-4 0-2-81 110:0-1-14 Edael [13.0-710-3-101 115 0-1-12
0-2-01 117 0 5-12 0-4-4]
LOADING(psf)
SPACING- 2-M
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.64
Vert(L-) -0.52 12-13 >869 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.98
Vert(CT) -0.77 12-13 >590 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.95
HOR(CT) 0.49 10 nla n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-MSH
WeighP 236 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 'Except'
T3: 2x4 SP No.2
BOTCHORD 2x4 SP N0.2'ExcepC
B2,134: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W5,W7: 2x4 SP N0.2, W8: 2x4 SP M 30
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-8-6 oe
pudins.
BOTCHORD
Rigid ceiling directly applied or4-8-13 oc bracing.
Except:
10-M oc bracing: 17-19
WEBS
1 Row at midpt 6-15
2 Rows at 113 pts 7-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1491/0-7-10 (min.0-1-12)
10 =
1485/0-7-10 (min.0-1-11)
Max Hmz
2 =
-142(LC 10)
Max Uplift
2 =
-346(LC 12)
10 =
-349(LC 13)
Max Grav
2 =
1491(LC 1)
10 =
1485(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2J=272711634, 341=2685/1640,
4-5=-262211657, 5-6=-2044/1363,
6-7=-1783/1297,7-8=3589/2235,
8-9=-3752/2106, 9-10=-4708/2721
BOTCHORD
2-20=-1293/2384, 5-17=-256/572,
BOTCHORD
2-20=129312384, 5-17=-256/572,
16-17=116812365, 16-31=734/1782,
15-31=734/1782, 8-13=-231/391,
12-13=2324/4260; 10-12=2320/4250
WEBS
3-20=266/257, 17-20=-120312211,
5-16=-810/602, 6-16=316/617,
7-15=-3715/1603, 9-13=-879/776,
9-12=0/281, 7-13=2586/5316,
13-15=-1702/4204
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=S.Opsf, h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Ezterlor(2) zone; cantilever left and right
exposed ; end vedical 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 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, with BCDL =
10.Opsf.
6) Bearing at joint(s)10 considers parallel to grain
value using ANSI/rPI 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 346 lb uplift at
joint 2 and 349 lb uplift at joint 10.
8) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/rPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Andwny TTombo III, P.E.
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• Falt Pierre, FL 34946
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Job
Truss
Truss Type
Oty
Ply
RENARMORNINGSIDE
WRMSCM83L15X10
A07
Hip Structural Gable
1
1
A0118569
Job Reference (optional)
A-1 Roof Tresses, Fart Pierce, FL 34946, design@alhuss.com
Run:8.210s May182018Prin1:e.210s May182018
6.00 12 5x6 =
3.4 =
5x10 MT20HSx
Inc. Wed Aue 2915:28AS 2018
22 21- - Us = -� 17.._ 15 13
3x6 = 4x4 = 2x4 11 18 16 14 1.5x4.11
4.6 1 3.6 = 3.6 =
5.6 =
23.114
LOADING(pst)
SPACING-
2-M
CS1.
DEFL.
in (loc)
I/dell
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.64
Vert(LL)
0.13 13-28
>771
360
TCDL 7.0
Lumber DOL
1.25
BC 0.79
Vert(CT)
-0.34 18-19
>808
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.40
Horz(CT)
0.01 15
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except'
B2,135: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-6-6 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
4-1-0 oc bracing: 15-18
WEBS
1 Row at midpt 7-18
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 14-11-10 except (jl=length)
2=0-7-10, 16=0-3-8.
(Ib)- Max Horz
2=-126(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s) 16
except 2=-247(LC 12), 15=-365(LC 9),
13=-158(LC 13), ll=-148(LC 13)
Max Grav
All reactions 250 lb or less at joint(s)
16 except 2=854(LC 23), 15=1662(LC 1),
13=345(LC 24), 11=330(LC 24),
11=304(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-13011888. 3-4=9661/59,
4-5=-8961775, 5-6=675/650,
6-7=-577/617, 7-8=0/442, B-9=0/509,
9-10=7/403
BOTCHORD
2-22=-603/1105, 5-20=-277/376,
19-20=326/802, 15-18=1300/640,
8-18=-421/214
WEBS
20-22=-596/1007, 3-20=-348/338,
WEBS
20-22=-596/1007, 3-20=-348/338,
5-19=4871462, 7-19=225/634,
7-18=984/583,10-15=-3921336
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=S.Opsf; h=13ft;
Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end ver ical 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) All plates are MT20 plates unless otherwise
indicated.
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 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)16 except (jt=1b) 2=247, 15=365, 13=158,
11=148, 11=148.
8) This truss is designed for a creep factor of 1.60,
which is used to calculate the Ver(CT) deflection per
ANSIITPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Dead Load Dell. =1116 in
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight:2201b FT=10%
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Anthony T. Tombo ill, P.E.
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4451 St. Lucie Blvd.
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�
Far Place, FL 34946
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Job
Ot9
PlY
RENAR MORN INGSIDE
WRMSCMB3L15X10
�Truss
A08
�TrussType
Hip
1
1
A0118570
Job Reference o lional �
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.mm
Sx6 =
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Wed Aug 2915:28:46 2018 Page 1
ID:Id_0OXyyT61Bi_TXoliwHHzetvK-RRwVKM?h0O?pbnSzHwAGNICpSJTubRmwGYm6VRyiyuF
IA 1 7 S_Sa On 1!1 O ao n n on I n tl
30 =
5x6 =
Dead Load Den. =1181n
la
_ 1.5x4 II 3x6 = 6.6 = 3.4 = 3x6 =
3x6 3x8 = 3.6 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in (loc)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
-0.32 12-14
>884
360
MT20 244/190
TCDL 7.0
Lumber DOL
4.25
BC 0.89
Vert(CT)
-0.45 12-14
>616
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.70
Horz(CT)
0.02 12
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight:1961b 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 4-5-4 oc
purins.
BOTCHORD
Rigid roiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpl 5-12. 6-10
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
77710-7-10 (min. 0-1-8)
12 =
182810-7-10 (min. 0-2-3)
8 =
358/0-7-10 (min. 0-1-8)
Max Horz
2 =
-114(LC 10)
Max Uplift
2 =
-219(LC 12)
12 =
553(LC 9)
8 =
-248(LC 8)
Max Grav
2 =
807(LC 23)
12 =
1828(LC 1)
8 =
413(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
23=-1151/588, 34=682/381,
4-5=-540/390, 5-6=-318/606,
6-7=-3211762, 7-8=313/516
BOTCHORD
2-15=326/963, 14-15=-326/963,
13-14=-31/276, 13-22=-31l276,
22-23=-31/276, 12-23=-31/276,
11-12=-348/498, 11-24=348/498,
24-25=348/498, 10-25=-348/498,
8-10=298/219
WEBS
3-14=533/508, 5-14=2931582,
WEBS
3-14=533/508, 5-14=2931582,
5-12=-11091793, 6-12=-823/911,
6-1 0=1 196f706, 7-10=-3731512
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=S.Opsf; h=13ft;
Cat. 11; Exp B; End, 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 forms 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 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 35-0 tall by 2-" wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (t=lb) 2=219,12=553, 8=248.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Dry
Ply
RENARMORNINGSIDE
A0118571
WRMSCM83L15X10
A09GE
HIP SUPPORTED GABLE
1
1
Job Reference (Olitionall
A-1 Roof Trusses, Fort Pierce, FL 34946. design@attmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 15:28:47 2018 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-vdUIYOJn7gDxf9rehVvVl7FjvXKxb4VCWgl tyiyuE
1-4-0 11-0-12 26-11.4 1 32-2-8 I 38-0-0 i79-0-0
'1 11-0-12 15-10-8 53-0 5-9-8 1-4-U
5.6 =
5.6 =
31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 =
Us = 3.6 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deff
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
0.47 16-18
>379
360
TCDL
7.0
Lumber DOL
1.25
BC 0.48
Vert(CT)
-0.36 16-18
>492
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.54
Hoa(CT)
0.01 19
n1a
n/a
BCDL
10.0
Cade FBC2017rrP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
10.0.0 oc bracing: 18-19
8-3-13 oc bracing: 16-18.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 23-8-0 except (jt=length)
16=0-7-10.
(lb) - Max Hoe
2=-102(LC 10)
Max Uplift
All uplift 1001b or less at joint(s) 2,
21, 22, 23, 25. 26, 27, 28, 29 except
19=-381(LC 8). 30=-116(LC 12),
16=288(LC 8)
Max Grav
All reactions 250 lb or less at joint(s)
2, 21, 22, 23, 25, 26, 27, 28. 29, 30,
31 except 19=681(LC 24), 16=593(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
14-15=-335/528,15-16=-6611799
BOTCHORD
29-30=-1501382, 28-29=-1501382,
27-28=1501382, 26-27=1491380,
25-26=-149/380, 24-25=-149/380,
23-24=-1491380, 22-23=-149/380,
21-22=-149/380; 20-21=-149/380,
19-20=-149/380,16-18=-597/551
WEBS
14-19=-594/823,14-18=-677/471,
WEBS
14-19=-594/823,14-18=-677/471,
15-18=J631528, 3-30=-116/252
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=5.Opsf; h=13ft;
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 left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed forwind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSI/TPI 1.
4)Provide adequate drainage to prevent water
pending.
5) All plates are 1.5x4 MT20 unless otherwise
indicated.
6) Plates checked for a plus or minus 0 degree
rotation about its center.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
9) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
10) Provide mechanical connection (by others)of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29 except (jt=lb)
19=381, 30=116, 16=288.
11) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIrTPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
need Lead per. = 1/81n
PLATES GRIP
MT20 244/190
Weight: 235 lb FT=0%
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Anthony T. Tumbo III, P.E.
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�80083
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Foa Pierce, FL 34946
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Job
Truss
TmssType
Oty
Ply
WRMSCMB3L15X10
B01GE
COMMON' SUPPORTED GAB
1
1
�RENARMORNINGSIDE
A0118572
Job Reference o tional n
�..,....�,., a ..m,y m — iO r,u'L o.c ry a Mey m m io Mu ex mousmes, mo. vvaa Aua 2a 10:1a:4a gala
4x4 =
5
U
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
I/defl
Lid
TCLL 20.0
Plate Grip
p DOL
1.25
TC 0.18
Vert(L1
-0.0
9
n/r
90
TCDL 7.0
Lumber DOL
1.25
BC 0.09
Vert(CT)
-0.01
9
n/r
80
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.05
Horz(CT)
0.00
8
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matdx-SH
Wind(L-)
0.01
9
n/r
120
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 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. All bearings 12-4-0.
(lb) - Max Hom
2=-62(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s) 2,
8,13,14,11,10
Max Grav
All reactions 2501b or less at joint(s)
2,8,12,13,14,11,10
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (Ib) or less except
when shown.
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=5.Opsf; h=13ft;
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) 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
ANSI1TPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 pet bottom
chord live load nonconcurrent with any other live loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
9) Provide mechanical connection (by others) of truss. -
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 8, 13, 14, 11, 10. '
10) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIfrPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
3x4 =
I
PLATES
GRIP
MT20
244/190
Weight: 56 Ib FT = 10
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Job
Truss
Truss Type
Ply
MORNINGSIDE
A0118573
WRMSCM83L15X10
8O2
�Qly
COMMON 3
1
�RENAR
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946. design@altiuss.cem
v
IN
Run: 8.210 s May 18 2018 Pdnt: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 15:28:48 2018
4x4 =
3x4 = 1.5x4 11 3x4 =
Ct
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.41
Vert(L-)
0.05
6-12
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.40
Vert(CT)
-0.06
6-9
>999
240
BCLL 0.0
Rep Stress Ina
YES
WB 0.11
Horz(CT)
0.01
4
n/a
me
BCDL 10.0
Code FBC2017/rP12014
Matrix-MSH
Weight: 48 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during Imes erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
532/0-7-10 (min. 0-1-8)
4 =
53210-7-10 (min. 0-1-8)
Max Hoa
2 =
-62(LC 10)
Max Uplift
2 =
-144(LC 12)
4 =
-144(LC 13)
Max Grav
2 =
532(LC 1)
4 =
532(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-632/420, 3-4=632/420
BOTCHORD
2-6=-201/508, 4-6=201/508
WEBS
3-6=-15/282
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=S.Opsf; h=13ft;
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) 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-M wide will 6t between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=144, 4=144.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIrrPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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PY^I Y P I •, P P Y
Job
Truss
Truss Type
Oty
Ply
MORNINGSIDE
WRMSCMB3L15X10
B03
COMMON
1
'I
�RENAR
- A0118574
Job Reference (optional)
a.-1 rtm) r msses, con rlerce, rr..wsyo, eeslgntaaluuss.cem Kun: 8.21u a May 18 ZU18 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 15:28:49 2018 Page 1
ID:Id_OOXyyT6IBi_TXoljwHHzefvK-sOcezO2ZJJNOSFpYy3jz wgOSXdjoywNzW?n5myiyuC
-1-0-0 6-2-0 11-11-14
6-2-0 I 5-9-14 1
4x4 =
1.Sx4 II
3x4 =
3.4 =
4yW
R
LOADING(psf)
SPACING-
2-M
CSI.
DEFL
in
(loc)
Vdefl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.41
Vert(L-)
-0.05
5-11
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.37
Vert(CT)
-0.07
5-11
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB
0.10
Horz(CT)
0.01
4
nla
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-MSH
Weight: 451b
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.
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 Installaflon Guide.
REACTIONS. (lb/size)
4 =
439/0-3-8 (min.0-1-8)
2 =
52410-7-10 (min. 0-1-8)
Max Horz
2 =
73(LC 12)
Max Uplift
4 =
-103(LC 13)
2 =
-143(LC 12)
Max Grav
4 =
439(LC 1)
2 =
524(LC 1)
FORCES. (lb)
Max. Comp -/Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-6071424, 3-4=-6101425
BOT CHORD
2-5=-2611485, 4-5=-261/485
WEBS
3-5=-161269
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=S.Opsf; h=1311;
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 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed fora 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 connec0on (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 4=103, 2=143.
6) This truss is designed fora creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI?PI 1. The building designer shall vedfy that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Anthony T. Tombo 111, P.E.
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4451 St. Lucie Blvd.
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PPiP Y P Y P P Y
Job
Truss
Truss Type
Oty Ply
RENAR MORN INGSIDE
AO118575
WRMSCMML15X10
B04
MONO_PITCH
1 1
'
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.cem
Run:8.210s May 1B2mB Print: 8.21U a May to 2038
3x4 = 1.5x4 11 40 =
LOADING(psf)
SPACING-
2-"
CS1.
DEFL.
in
(loc)
I/deb
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Va t(LL)
0.05
6-9
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Van CT)
-0.06
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.45
Horz(CT)
-0.01
5
We
File
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
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 8-1-12 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during Imes erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
518/0-7-10 (min. 0-1-8)
5 =
43410-3-8 (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
2 =
-107(LC 12)
5 =
-191(LC 12)
Max Gnav
2 =
518(LC 1)
5 =
434(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-613/195
BOTCHORD
2-6=4861500, 5-6=486/500 — -
WEBS
3-6=0/273, 3-5=-558/542
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp 8; 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) ` 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 100 lb uplift at
joint(s) except at --lb) 2=107, 5=191.
5) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSh TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Inc. Wed Aug 29 u¢o:va 2018
PLATES GRIP
MT20 244/190
Weight: 62 Re FT = 10%
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Anthony T. Tomba 111, P.E.
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380083
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44515t. Lune BIM.
rfxnu lddlpGxmpeam,i, rmylltllPmxmd,H lFinu nrq' Yrpfd Nlyhy L In arq, nd Ikllq NrydNbmnnhlN n➢11
Fort Pierce, FL 34946
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Job
Truss Type
Qty
Ply
RENARMORNINGSIDE
�Truss
WRMSCMB3L15X10
B04GE
GABLE
1
1
AO118576
Job Reference (optional) c
vveu Aug to m:4tl:aU ZU16
JmFCX8NY8xbXKVWBAkK
1.5x4 II
4
3x4 = 1.5x4 II 5x6 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL) 0.05
6-13
>999
360
MT20 244/,190
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT) -0.06
6-13
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.44
Horz(CT) -0.01
5
nla
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 701b 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 -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 8-1-12 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (III/size)
5 =
434/0-3-8 (min. 0-1-8)
2 =
518/0-7-10 (min.0-1-8)
Max Horz
2 =
26%C 12)
Max Uplift
5 =
-191(LC 12)
2 —
-107(LC 12)
Max Grav
5 =
434(LC 1)
2 =
518(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=613/195
BOT CHORD
2-6=486I500, 5-6=486/500
WEBS
3-6=01273, 3-5=-558/542
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
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 studs spaced at 2-M oc.
4) This truss has been designed fora 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except pt=m) 5=191, 2=107.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component
LOAD CASE(S)
Standard
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' arnemrtmrmml mlxmay._bb.etrma mo.o'vm rtr;:+.mwegmwn trMreLT.m Cnitr4tlisYy de,tl0.L lrgmx'tlmlpEdwbll 041meltlmjbfq n9 bpAb�hvyrbbmnyasLrytl
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G MO pP'B AYmonri.inmin0l,ri Fm[Pierce, FL 349G6101111 h.fnuudNo I.In1Y81Aminevpeissia+hA-I ln
1
Job
Truss
Truss Type
Oty
Ply
RENAR MORN INGSIDE
A0118577
WRMSCMB3L15X10
C01G
GABLE
1
1
Job Reference o lional
A-1 R�Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MI IPN Industries, Inc. Wed Aug L8 1b:L8:b1 1e18
44 =
2h14
4 1 5
980k
Us =
1732
ta-4-a
1-614 0 7
7-7-2
7J-2
2814
aas
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in (loc) I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
OA7
Vert(LL)
-0.13 12-15 >999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.90
Vert(CT)
-0.23 12-15 >954
240
BCLL 0.0 '
Rep Stress Incr
NO
WE
0.87
Horz(CT)
0.02 12 We
We
BCDL 10.0
Code FBC2017rrP12014
Mahix-SH
Weight:108lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-2-2 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
JOINTS
1 Bmce at Jt(s): 16, 17, 18, 20, 21
MiTek recommends that Stabilizers and required
cross bracing, be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
77710-8-0 (min. 0-1-8)
12 =
77710-M (min. 0-1-8)
Max Horz
2 =
-90(LC 6)
Max Uplift
2 =
-160(LC 8)
12 =
-160(LC 9)
Max Grav
2 =
777(LC 1)
12 =
777(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=11761244, 3-4=-7961140,
4-5=-7541140, 5-6=731/159,
6-7=-722/185,7-8=722/187,
8-9=-731/161, 9-10=-754/141,
10-11=-7961141, 11-12=-1176/241
BOTCHORD
2-23=18411053, 23-24=-184/1053,
24-25=-184/1053, 25-26=-18411053,
15-26=18411053, 14-15=-184/1053,
14-27=-184/1053, 27-28=-184/1053,
28-29=18411053, 29-30=-184/1053,
12-30=-184/1053
WEBS
7-16=-42M30, 3-19=-4101139,
WEBS
7-16=-42/430, 3-19=410/139,
18-19=-411/139, 17-18=-411/139,
16-17=4051134,16-20=4031132,
20-21=-011/139, 21-22=-411/139,
11-22=409/137. 15-16=0/395
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=5.Opsh, h=13k;
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) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSI/TPI 1.
4) 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 100lb uplift at
joint(s) except Qt=1b) 2=160, 12=160.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 160
lb down and 73 lb up at 2-M, and 160 Ib down and
73 lb up at 17-3-4 on top chord, and 77lb down and
35lb up at 2-0-0, 17 lb down and 1 lb up at 4-0-12,
17 lb down and 1 lb up at 6-0-12, 17 lb down and 1 It,
up at 8-0-12, 17 lb down and 1 lb up at 9-8-0, 17 lb
down and 1 lb up at 11-3-4, 17lb down and 1 lb up at
13-3-4, and 17 lb down and 1 lb up at 15-3-4, and 77
lb down and 35 lb up at 17-3-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
10) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
11) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-7=54, 7-13=54, 2-12=-20
Concentrated Loads (lb)
Vert* 15-1(B)23=3(B)24=1(B)25=1(B)26=1(B)
27=1(B) 28=1(B) 29=1 (B) 30=3(B)
fem �tlngYl M1'nmCR9ajfN(ITHrIL'NY51[d]AC1411f1 Y'CITJ1!nrtl'WI"hr le4itlPn,atlmNMANen.ImG;:YAd40rSNY4mnr11 Yp, ld Nhe kbN. bns,3enuaed YRO iI
NII,Iov19r1Ymilmh IbbTvOaFrtld 4rlrmhrmlrpen{I 1p: Alfae +^tl Y,gI4N Arco orupa dmptlnrmtlgaxqu9uv N14§rbinntlbYjrl tr9al NIWaP,N AI RI pw4Arm.bdsr col >, n,I:Fr
Anthony T. Tornbo III, P.E.
NnemAY l'n5r,44r41muryNNlm4b4m¢YO+a}Nrad .a Y114gpn9,n hxnnil lx.YLnIYWbYa1N NI41 MgpnuNYlNpurmb,Y Nar tlelmglala}n9 umOtl Nhesyil3hM1.; `\frd
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44515t. lade BNB.
gamul4ldlph4cl gnd,pNmeghmlmmbMN minub rpl9mrLAplbb9vl p,.mnp lmdry:ahgrw ForNe4 Nq'A'odb mnem14atl1ePlL
Fort Pierce, FL 34946
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Jot
Truss
Truss Type
Oly
Ply
RENARMORNINGSIDE
WRMSCMB3L15X10
CO2
COMMON
2
1
AO118578
Jab Reference (optional) '
Run: 8.210 s May 18 zuTc runt: u.zlu s
4x4 =
Industries, Inc. Wed Aug 29 15:28:51 2018
Dead Load Den. =1116 in
I$ I
4x4 = 5x6 =
4Y4 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL,
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0."
Vert(L-)
-0.14
8-14
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.22
8-14
>999
240
BCLL 0.0 '
Rep Stress Ina
YES
WB 0.21
Horz(CT)
0.02
6
We
We
BCDL 10.0
Code FBC2017rTP12014
Matrix-MSH
Weight: 881b FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP Nc.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-10 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 7-8-8 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
79110-7-10 (min. 0-1-8)
6 =
79110-7-10 (min. 0-1-8)
Max Horz
2 =
-90(LC 10)
Max Uplift
2 =
-205(LC 12)
6 =
-205(LC 13)
Max Grev
2 =
791(LC 1)
6 =
791(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-11897788, 3-4=-898/581,
4-5=-898/581, 5-6=11891788
BOTCHORD
2-8=562/1042, 6-8=574/1042
WEBS
4-8=-2641553, 5-8=347/387,
3-8=-347/387
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=S.Opsf; h=13ft;
Cat. II; Exie B; End., 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) 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 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to beating plate capable of withstanding 100 lb uplift at
joint(s) except (it --lb) 2=205, 6=205.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSUTPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Cry
Ply
WRMSCMB'3L15X10
CO3
COMMON
1
1
�RENARMORNINGSIDE
AO118579
Job Reference optional)
A-1 Hoof Trusses, Fort Pierce, FL 34946, design@a1truss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek
4x4 =
Inc. Wed Aug 2915:28:52 2018
4x4 = 5x8 = 4x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
(loc)
I/deg
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Vert(LL)
-0.14
7-13
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.82
Vert(CT)
-0.22
7-13
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.20
Hoa(CT)
0.02
6
n/a
nla
BCDL 10.0
Code FBC2017/1'PI2014
Matrix-MSH
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 5-1-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 7-4-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
700/0-3.8 (min. 0-1-8)
2 =
781/0-7-10 (min. 0-1-8)
Max Horz
2 =
99(LC 12)
Max Uplift
6 =
-165(LC 13)
2 =
-204(LC 12)
Max Grav
6 =
700(LC 1)
2 =
781(LC 1)
FORCES. (lb)
Max. Comp.IMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1164/783, 34=-873/576,
4-5=-870/575, 5-6=11451768
BOTCHORD
2-7=-61911021, 6-7=-600/981
WEBS
4-7=-258/527, 5-7=-311/365,
3-7=-3481387
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=5.Opsf; h=13ft;
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) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt--lb) 6=165, 2=204.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Dead Lead Defl. = 1/16 in
6Y
PLATES GRIP
MT20 2441190
Weight: 84 lb FT = 10%
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Anthony T. Tornio 111, P.E.
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4451 St. Lucie Blvd.
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Fort Pierce, FL 34946
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WRMSCMB&M101C04GE I GABLE I I 1 I A0118580
6.00 F2
7x6 1
10
6x8 =
4x4 =
9de
1E 7 18-9.12 18. 1 ] 25-11-a
1os7 e-1-s o- b7a
0+14
Dead Load Deft. =118 in
Plate Offsets (X Y)-
15:0-2-0 0-0-121 f7'0-1-0 0-1-81
19'0-6-8 0-3-01
I110-2-12 Edge?
113'0-1-10 0-0-121
117.0-1-10 0-0121
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL. in
floc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.63
Vert(LL) 0.15
8.9
>547
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.95
Vert(CT) -0.42 11-27
>533
240
BCLL 0.0
Rep Stress Incr YES
WB
0.72
Horz(CT) -0.01
10
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-MSH
Weight: 195lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
B3: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-2-3 oc
puriins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-3-8 except (jt=length)
2=0-7-10, 10=0-2-12.
(Ib) - Max Horz
2= 294(LC 12)
Max Uplift
All uplift 100 to or less at joint(s)
except 2=-168(LC 12), 8=138(LC 8).
9=402(LC 12)
Max Gmv
All reactions 250 lb or less at joint(s)
10, 8 except 2=71 O(LC 1), 9=1105(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-9171499; 34=-614/311.
4-5=-078/323, 5-6=-1661367,
6-7=-1541355
BOTCHORD
2-11=7091789, 6-9=-5861481
WEBS
3-11=-391/462, 5-11=0/355,
9-11=-421/485, 5-9=-702/626,
7-9=-390/481
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=4.2psh, BCDL=5.Opsh h=13ft;
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
right exposed;C-C for members and forces 8 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 ANSlrrPI 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
chard live load nonconwrent 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-M wide will ft between the
bottom chord and any other members. '
8) Provide mechanical connection (by others) of truss
to bearing plate at joint(s)10.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 168 lb uplift at
joint 2,138 lb uplift at joint 8 and 402lb uplift at joint 9.
10) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Andimy T. Toarbo 111, F.E.
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44515E Lucia Blvd.
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Fort Pierce, FL 34946
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Job
Truss
Truss Type
Ory
Ply
RENARMORNINGSIDE
A0118581
WRMSCM63L15X10
COS
ROOF SPECIAL
1
1
-�
Job Reference Loptional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
s may la Zulu vnm: e.2io s May TD 2018 muck
6.00 12 5.6 =
5 6
Sx10= 3x611.
44 19-0
eA-13 19-9-12 18:11.2 2S11-a
9-B-13 eo-15 0. - fi-]-a
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.60
Vert(L-)
0.09 8-9
>935
360
TCDL
7.0
Lumber DOL
1.25
BC 0.86
Vert(CT)
-0.25 12-15
>907
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.53
Horz(CT)
0.01 11
n/a
n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
B3: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-4 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpl 10-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 0-3-8 except (jt=length)
2=0-7-10, 11m0-2-12.
(lb) - Max Horz
2= 295(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
except 2=-175(LC 12), 11=-380(LC 12).
8=-150(LC 8), 9=-281(LC 9)
Max Grav
All reactions 250 lb or less at joint(s)
except 2=741(LC 1), 11=701(LC 19).
8=261(LC 24), 9=679(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-11031642, 3-4=745/367,
4-5=-871309, 6-7=-1491282
BOTCHORD
2-12=-878/975, 10-11=-628/416,
5-10=447/386
WEBS
3-12=446/538, 4-12=0/368,
10-12=-5171576, 4-10=-699/616,
7-10=-281/377
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=5.Opsf; h=13ft;
Cat. II; 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 & 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 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate at joint(s)11.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 175 lb uplift at
joint 2, 380 lb uplift at joint 11, 150 lb uplift at joint 8
and 281 lb uplift at joint 9.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPl 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Dead Load Oct. =1116 in
PLATES GRIP
MT20 244/190
Weight: 151 lb FT = 10%
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Anthony T. Tomb, 111, P.E.
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I
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111.Pien
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Fart , FL 3494fi
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PF'1 P P / 1 1 r
15X1
Comer Jack
11
LOADING(psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina YES
Code FBC2017/rP12014
CSI.
TC 0.18
BC 0.03
WB 0.00
Matrix -MP
DEFL in (loc) I/deb
Vert(L-) 0.00 7 >999
Vert(CT) 0.00 7 >999
Horz(CT) 0.00 4 nla
Ud
360
240
n/a
PLATES GRIP
MT20 2441190
Weight: 6 lb FT = 10%
LUMBER.
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP No.2
4) Refer to girder(s) for truss to truss connections.
BRACING-
5) Provide mechanical connection (by others) of truss
TOP CHORD
to bearing plate capable of withstanding 3 lb uplift at
Structural wood sheathing directly applied or 0-11-11 oc
joint 3, 70 lb uplift at joint 2 and 16 lb uplift at joint 4.
pur ins.
6) This truss is designed for a creep factor of 1.50.
BOT CHORD
which is used to calculate the Vert(CT) deflection per
Rigid ceiling directly applied or 10-0-0 oc bracing.
ANSI/TPI 1. The building designer shall verify that this
MiTek recommends that Stabilizers and required
parameter fits with the intended use of this
cross bracing be installed during truss erection, m
component.
accordance with Stabilizer Installation ouide.
REACTIONS. (lb/size)
LOAD CASE(S)Standard
3 = -3/Mechanical
2 = 166/0-7-10 (min. 0-1-8)
4 = -16/Mechanical
Max Horz
2 = 42(LC 12)
Max Uplift
3 = -3(LC 1)
2 = -70(LC 12)
4 = -16(LC 1)
Max Gran,
3 = 12(LC 8)
2 = 166(LC 1)
_
4 = 20(LC 8)
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=4.2psh BCDL=5.0psF, h=13ft;
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 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.
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Fort
Pod Pierre, FL 3E966
Job
Truss
Truss Type
Dry
Ply
A0118583
WRMSCMS3L15X10CA
Comer Jack
4
1
�RENARMORNINGSIDE
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946. design@a1buss.com
Run:6.21Us May l6 lulu Pent: a.ziu s may la zulu MueK lneusmes, inc. vaeonugzMio:eo::w<ula
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL) 0.01
4-7
>999
360
MT20 244/190
TCDL 7.0
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 10.0
Code FBC2017rrPI2014
Matrix -MP
Weight: 12 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT 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 =
60/Mechanical
2 =
201/0-7-10 (min. 0-1-8)
4 =
30/Mechanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
43(LC'12)
2 =
-72(LC 8)
4 =
-27(LC 9)
Max Grav
3 =
60(LC 1)
2 =
201(LC 1)
4 =
49(LC 3)
FORCES. (lb)
Max. Camp./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=4.2psh BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end ver ical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber OOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psi 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 43 lb uplift at
joint 3, 721b uplift at joint 2 and 27 lb uplift at joint 4.
6) This truss is designed for a creep factor of 1.50, '
which is used to calculate the Vert(CT) deflection per
ANSVTPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Ppil % P 1 4i P F r
Job
Truss
Truss Type
Dry
MORNINGSIDE
WRMSCM133L15X1O
D01
HIP GIRDER
1
�PIY
1
�RENAR
A0118584
Job Reference o 6onal A
A-3 Roof I nlsses, Fan Pierce, FL J4945, eesign(vUaltmss.com
3.4 =
Run: 8.210 a May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 15:28:55
3.4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.72
Vert(LL)
0.11 ,
7-8
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC
0.52
Vert(CT)
-0.10
7-8
>999
240
BCLL 0.0
Rep Stress Ina
NO
WB
0.16
Horz(CT)
0.03
5
n/a
n/a
BCDL 10.0
Code FBC2017/1-P12014
Matrix
-MS
Weight: 65 lb FT= 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
2-0-0 oc puriins (3-8-11 max.)
(Switched from sheeted: Spacing > 2-0-0).
BOTCHORD
Rigid ceiling directly applied or 5-10-9 no bracing
REACTIONS. (lb/size)
2 =
9851"-0 (min. 0-1-8)
5 =
985/0-8-0 (min. 0-1-8)
Max Horz
2 =
53(LC 7)
Max Uplift
2 =
-592(LC 5)
5 =
-592(LC 4)
Max Gmv
2 =
985(LC 1)
5 =
985(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
TOP.CHORD
2-3=1667/1089,3-15=-1464/1016,
15-16=1464/1016, 4-16=1464/1016,
4-5=-1668/1090
BOTCHORD
2-8=-947/1444, 8-17=-961/1463,
17-18=-961/1463, 7-18=961/1463,
5-7=-914/1444
WEBS
3-8=-241/420, 4-7=240/420
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=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; porch left and 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 nonconcurent 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 592lb uplift at
joint 2 and 592 lb uplift at joint 5.
7) Graphical puriin representation does not depict the
size or the orientation of the puriin along the top and/or
bottom chord.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 108
It, down and 14411a up at 5-0-0, 58lb down and 86 lb
up at 7-0-0, and 58 lb down and 86 lb up at 8-0-0,
and 108 lb down and 144 lb up at 10-0-0 on lop chord
, and 188 lb down and 202 lb up at 5-0-0, 47 It, down
and fib lb up at 7-0-0, and 47 lb down and 68 lb up at
8-0-0, and 188 lb down and 202 lb up at 9-114 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=-55, 3-4=-55, 4-6=-55, 9-12=-20
Concentrated Loads (lb)
Vert: 3=60(F) 4=-60(F) 6=-188(F) 7=-188(F)
15=58(F) 16=-58(F)17=-39(F)18=39(F)
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Anthony T. Tombo 111, P.E.
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80083
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I
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FOR Pierce, R. 34946
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Job
Truss
Truss Type
Ply
WRMSCM93L15X10
HJ2
DIAGONAL HIP GIRDER
�Qty
2
1
�RENARMORNINGSIDE
A0118585
Job Reference (optional)
A-1 Poof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210s May 182018 Print: 8.210 s May 182018 M11ek
Zulu
LOADING(psf)
SPACING-
2-0-0
CS].
DEFL
in
(loc)
I/defi
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.26
TC 0.25
Vert(LL)
0.01
4-7
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.14
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
2
nla
nla
BCDL 10.0
Code FBC2017/rP12014
Matnx-MP
Weight: 12 lb
FT= 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-3 oc
purins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MMek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
451Mechanical
2 =
24210-10-7 (min. 0-1-8)
4 =
18/Mechanical
Max Hom
2 =
80(LC 4)
Max Uplift
3 =
-2(LC 9)
2 =
-127(LC 4)
4 =
-15(LC 19)
Max Grav
3 =
47(LC 24)
2 =
242(LC 1)
4 =
63(LC 22)
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=5.Opsf; h=13ft;
Cat. It; 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) 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
ANSIfTPI 1.
3) Gable studs spaced at 2-0-0 oc.
4) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 211b uplift at
joint 3, 127lb uplift at joint 2 and 15 lb uplift at joint 4.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 75
Ib down and 591b up at 1.4-9, and 75 Ito down and 59
Ito up at 14-9 on top chord, and 24lb down and 34 Ib
up at 14-9, and 241b down and 34lb up at 1-4-9 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
10) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pin
Vert: 1-3=-54, 4-5=-20
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Job
Truss
Truss Type
Qty
Ply
RENAR MORNINGSIDE
WRMSCMB31-15X10
HJ5
Diagonal Hip Girder
2
1
A0118586
A-1 7—f T--- r..n dle.,.e
n ono.c .__:__�_.._._
Job Reference (optional)
__,.__._._, ___.y..,.>...................,„uy,uculo,-:I,Ir.o.zmsdlay iozum miexmdusmes, Inc. Wed Aug2915:28:562018 Pagel
ID:Id_OOXyyT61Bi_TXoijwHHzefvK-8MXHRn7yfrGOOKW sl MmPddGL2px6iPa�5Bemyiyu5
-1-10-10 3-9-9 7-0-2
t-10.10 3-9-9 3-2-9
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in,
(loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL)
-0.02
7-10
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.21
Vert(CT)
-0.02
7-10
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.10
Horz(CT)
0.00
5
n/a
n/a
BCDL 10.0
Code FBC2017rFP12014
Matrix -MP
Weight: 31 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural woad sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M ocbracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
70/Mechanical
2 =
37910-10-15 (min. 0-1-8)
5 =
178/1vechanical
Max Horz
2 =
141(LC 22)
Max Uplift
4 =
-57(LC 4)
2 =
-152(LC 4)
5 =
-100(LC 5)
Max Grav
4 =
77(LC 19)
2 =
379(LC 1)
5 =
178(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-11=-392/103,3-11=-366/131
BOTCHORD
2-13=1651346, 7-13=165/346,
7-14=165/346. 6-14=1651346
WEBS
3-6=383/183
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
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
gnp 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 57 lb uplift at
joint 4, 152 It, uplift at joint 2 and 100 to uplift at joint 5.
6) Hanger(s) or other connectiondevice(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 61 lb up at 1-4-9. 77 Ib down and 61 lb
up at 1-4-9, and 32 lb down and 41 Ib up at 4-2-8,
and 32 lb down and 41 lb up at 4-2-8 on top chord,
and 631b down and 35111 up at 1-4-9. 63lb down and
35 lb up at 1-4-9, and 14 lb down and 40 lb up at
4-2-8, and 14 lb down and 40lb up at 4-2-8 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 (plo
Vert: 1-4=-54, 5-8=-20
Concentrated Loads (lb)
Vert: 14=-9(F=-4, B=A)
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44515E Lucie Blvd.
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Fart Pierce, IL M946
Job
Truss
Truss Type
Dry
PIY
WRMSCM63L15MO
J2
JACK -OPEN STRUCTURAL
9
1
�RENARMORNINGSIDE
A0118587
I
Job Reference Lo2tlonalI
A-1 goof Trusses, Fort Pierce, FL 34946, design@a1truw.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 15:28:56 2018 Page 1
ID:Id_0OXyyT6IBi_TX01jwHHzefvK-8MXHRn7yfrGOolrusl McnPdeHL5Sx7FPa5Bersylyu5
-1-4-0 2--0
10
-4.0 i 2-0-0
LOADING(psf)
SPACING-
2-M
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.18
TCDL
7.0
Lumber DOL
1.25
BC 0.04
BCLL
0.0 '
Rep Stress Ina
YES
WB 0.00
BCDL
10.0
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 2-M oc
pudins.
BOTCHORD
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 uide.
REACTIONS. (lb/size)
2 =
176/0-7-10 (min. 0-1-8)
4 =
141Mechanical
3 =
3311dechanical
Max Horz
2 =
63(LC 12)
Max Uplift
2 =
-60(LC 12)
3 =
-24(1-C 12)
Max Grav
2 =
176(LC 1)
4 =
31(LC 3)
3 =
33(LC 1)
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=5.Opsf, h=13ft;
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 studs spaced at 2-0-0 oc.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurent with any other live loads.
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(L-) -0.00 7 >999 360 MT20 2441190
Vert(CT) -0.00 7 >999 240
Horz(CT) 0.00 3 n1a We
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 6l between the
bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 60 lb uplift at
joint 2 and 24 lb uplift at joint 3.
8) This truss Is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIRPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Weight: 9lb FT = 10%
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U515t. Lurie Blvd.
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Port Pierre, R. 34946
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1
A01
I
3.4 =
r
5-0-0
LOADING(psf)
SPACING- 2-M
CSI.
DEFL in (too) I/deb
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.49
Vert(LL) 0.11 4-7 >554
360
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
SC 0.44
Vert(CT) 0.09 4-7 >650
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 18 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOA CHORD 2x4 SP No.2
5) Provide mechanical connection (by others) of truss
BRACING-
to bearinglate capable of withstanding81 lb uplift at
at
TOP CHORD
joint 3, 9Ib uplift joint 2 and 48 lb ulift atjoint 4.
I P 1� P� 1�
Structural wood sheathing directly applied or 5-m oc
purfiT C
BO
ROT CHORD
LOAD CASES.
( )
Rigid ceiling directly applied or 10-0-0 oc bracing.
Standard
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
113/Mechanical
2 =
269/0-8-0 (min. 0-1-8)
4 =
59/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-98(LC 9)
4 =
-48(LC 9)
Max Grav
3 =
113(LC 1)
2 =
269(LC 1)
4 =
88(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
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 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 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.
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Appboey T. Tanbo]i1, P.E.
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280083
'
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St.Lucie Blvd,
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Fort Pierce, FL 34946
Gppiphlo 701641 Mldim
Job
Truss
Truss Type
Qty
Ply
MORNINGSIDE
WRMSCM93L15X1OT01GE
COMMON
1
1
�RENAR
A0118589
Job Reference optional)
A-1 $oof Trusses, Fort Pierce, FL 34946, design@albuss.com
Run: 8.210a May 182018 Print' 8.210 s May 182018 Mi
4x4 =
29 16:2a:b/ 201H
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deg
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.35
Vert(LL)
0.05
13
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.40
Vert(CT)
-0.04
13
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB
0.10
Horz(CT)
0.00
11
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MR
Weight: 47 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 verticals.
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 Quide.
REACTIONS. (lb/size)
15 =
41810-3-8 (min. 0-1-8)
11 =
41810-3-8 (min. 0-1-8)
Max Hom
15 =
76(LC 11)
Max Uplift
15 =
-170(LC 8)
11 =
-170(LC 9)
Max Grav
15 =
418(LC 1)
11 =
418(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except
when shown.
WEBS
3-16=200/335, 7-11=-200/335
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=4.2pst; BCDL=5.Dpsf; h=1311;
Cat. 11; 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
and right 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 1.5x4 MT20 unless otherwise indicated.
4) This truss has been designed for a 10.0 pat bottom
chord live load nonconcument with any other live loads.
5) `This buss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-&0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 170 Ito uplift at
joint 15 and 1701b uplift at joint 11.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI7fPl 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Anthony T. Tombo 111, P.E.
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-80083
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4451$L Lode 61Yd.
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�
Fort Plerre, FL 34946
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JANUARY 17, 2017 1 TYPICAL HIP / KING JACK CONNECTION I STDTL01
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
Attach Ei
w/ (4) 16d To,
& (3) 16d Toe
I
J
RNERSET 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. '
Anthony T. Tmnho III, P.E.
t 80083'
4:81 SL hide Blvd
Fort vixce, FL 34946.
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1'-3'MAX.
OIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT I5 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 @
r 24' D.C.
2XG DIAGONAL BRACE SPACED 4B'
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) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
V(5) - 10d COMMON WIRE NAILS.
END 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 7-98, 02, 05), 150
MPH CASCE 7-19) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. AL
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
\S ARE NOT ADDRESSED HERE. /
STANDARD GABLE
TRUSS
UKAL
__ STUD
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
JULY 17, 2017 I STANDARD PIGGYBACK TRUSS STDTL04
CONNECTION DETAIL it
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
772-409-1010
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'D.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 PURLIN TO THE TOP CHORD OF
THE BASE TRUSS. I
(PURLINS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
Anthony T. iembo Ilq P.E.
P $0083
4451 St. lude O@d.
Fat Here, FL 34946.
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
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 (fYP.)
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3"X0.131'=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 NOT TO EXCEED 48' O.C.
BASE TRUSSES
VALLEY TRUSS
(TYPICAL)
ATTACH 2X4 CONTINUOUS 42
SYP TO THE ROOF W/ TWO USP
WS45 (1/4- X 4.5-) 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 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
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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Anthmvy T. Tomho ill; D.E.
80083
4451 St. Lucie Blvd,
FGt Pounce. FL 34946
FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL061
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
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 DESIGN ED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
B. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C.
1 —�1
li II
—T
II
11 I I�
11
1
I II
11
11 11 II II
II II
1j
II II
II
II 11' 11 II
II
II II
11���1
II
II
1j
11 II II 11
I
jl
II II II
1
II ;I II
I�I
II
VALLEY
TRUSS
11 II
BASE TRUSSES
(TYPICAL)
II
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6- O.C.
DETAIL A
(NO SHEATHING) N.T.S.
v I u
SEEDETAIL'A'
BELOW (TYP.)
lEY TRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
WIND DESIGN PER ASCE 7.98, ASCE 7412, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MIN IMUM 3/12 MAXIMUM 6/12
CATERGORV 11 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-X3-)WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON TH E TRUSSES.
INTO EACH BASE TRUSS.
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Rn': 1 P Yr T ve wlYvi.taenm:v:L
JULY 17, 2017
11\LJJ%..7LV MILLI_ 1 JL 1 LJIL 1l11L
(HIGH WIND VELOCITY)
STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772AO9-1010
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 PSI
MAX SPACING = 24- O.C. (BASE AND VP
SUPPORTING TRUSSES DIRECTLY UNL.n vnLLo. i nuoao mw i .c
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -1W ON AFFECTED
TOP CHORDS -
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIRMAY BE APPLIED
TO EITHER FACE.
CLIP MAYBE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
Antfow T. Tombo III,P.E.
980083
'4451 St. Lucie Blvd.
Fort Tierce, R. 34946
FEBRUARY 17, 2017 I STANDARD GABLE END DETAIL I STDTLOb
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494
772409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' D.C.
VER
STUI
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUD
02 DIAGONAL
BRACE
(4) - 16d
NAILS
16d NAILS
SPACED S' O.C.
(2) lOd NAILS
INTO 2X6
2X6 SP OR
SPF #2
2X4 SP OR
SPF #2
TYPICAL HORIZONTAL
BRACE NAILEO,TD
2X4 VERTICALS
SECTION A -A
W/(4) - IDd NAILS
DIAGONAL BRACE 4' - O' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
Ir 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 END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - IDd NAILS
/
B 3X4=
(4) Bd NAILS
PLYWOOD
2X4 STO
MINIMUM, ROOF
SHEATHING TO SHEATHING
SPF BLOCK
*
DIAGONAL BRACING ** L - BRACING REFER
/I
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1.
2.
MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
CONNECTION BETWEEN
SOd
BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO
12' MAX.
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
(NAILS
3.
BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
-
4.
SYSTEM.
'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF IDd NAILS SPACED 5' D.C.
TRUSSES a 24' D.C.
S.
DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4'-0'O.C.
6.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT
SPACED 4B' D.C. ATTACHED
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
_ TO VERTICAL WITH (4) -
STUOS WITH (3) 1Dd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
16d NAILS, AND ATTACHED
7.
GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240.
TO BLOCKING WITH (5) -
B.
THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG.
BRACE
IOd NAILS.
S.
DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
Ul
Uld AND Hid NAILS ARE 0131'X3I1' AND 0131'X35' COMMON WIRE NAILS
HORIZONTAL BRACE
RESPECTIVELY.
(SEE SECTION A -A)
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
2X4SP931STUD
12'0.C.
3.8-10
5-6-11
6.6-11
11-1-13
2X4SP#3/STUD
16'0.C.
3.3.10
4-9-12
6-&ll
9-10.15
2X4 SP#31 STUD
24'0.C.
2-8-6
3-11-3
5A-12
8-1-2
2X4 SP 92
12'O.C.
3.10-15
5-6-11
6&11
11-8-14
2X4 SP #2
16'0.C.
3£-11
4-9-12
6-6-11
10-H
2X4 SP p2
24'O.C.
3-1-4
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 SOd NAILS 6' D.C., WITH 3- MINIMUM END DISTANCE. BRACE MUST COVER
SD% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ENO WALL
30 FEET
STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
F�BRIIARY17,2017 T-BRACE / [-BRACE DETAIL 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 SOX 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 BLVD.
FORT PIERCE, FL 34946
772409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XII
10d
6' O.C.-
NOTE'. NAIL ALONG ENTIRE LENGTH OF T—BRACE / ]—BRACE (ON
TWO—PLY TRUSSES NAIL TO BOTH PLIES)
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS
LATERAL BRACING
OF
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 ]—BRACE
2X6
2X6 T—BRACE
2X6 ]—BRACE
2X8
2X8 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
FEBRUARY17,2017
LATERAL BRACING RECOMMENDATIONS I STDTL
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
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 CHORO, SECURELY FASTENED TO THE TRUSS USING ANY
OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
ATTACH TO VERTICAL
CAB VITH (3) - IDd
NAILS (0131' X 37.
INSERT V130D SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
ATTACH TO VERTICAL
WEB WITH, (3) - 10d
NAILS (0131' X 3')
w�=mow it NONE�T
! �
�;
m\
Y Y
1 �1
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0131'
X 3') IN EACH CHORD
ATTACH .TO CHORD
VITH (2) #12 X 3'
WOOD SCREWS
(0216' DIAJ
USE METAL FRAMING 4 ATTACH TO VERTICAL L ATTACH TO VERTICAL L INSERT SCREW THROUGH
ANCHOR TO ATTACH WEB VITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO
TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0131' X 3') EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SC REVS)
TRUSS 2X6 4' -
STRONGBACK r (TYPICAL
0' WALL
SPLICE) (BY OTHERS)
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 VITH (12) - IDd NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - O'.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)
FEBRUARY17,2017 LATERAL TOE -NAIL DETAIL STDTL11
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 ENO AS
SHOWN).
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
4461 ST. LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
FORT PIERCE, FL 34946
772409-1010
TDE-NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
OIA
SIP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
i
.135
93.5
85.6
74.2
72.6
63.4
0
J
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
9
z
0
.131
75.9
69.5
60.3
59.0
51.1
N
.148
B1.4
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 845 (LB/NAIL) X 115 (OOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 69'
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 PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.000
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.000
FEBRUARY17,2017 1 UPLIFT TOE -NAIL DETAIL I STDTL120
A-1 ROOF TRUSSES'
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
T72409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NOTES:
M
TOE -NAIL WITHDRAWAL VALUES
PER NOS P005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
L7
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
U]
M
.162
72
58
39
37
25
I
J
2
O
.128
54
42
28
27
19
z
Z
Z
OJ
.131
55
43
29
28
79
W
.148
62
48
34
31
21
J
J
N
M
Z
.120
51
39
27
26
17
i
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
J
0
.148
57
44
31
28
20
M
I
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, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
I
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
FOR WINO DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 COOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LES (177 LOS) BUILDING
DESIGNER 15 RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
rre USE (3) TOE -NAILS ON 2X4 BEARING. WALL
+++ USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S.
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
SIDE VIEW
END VIEW
FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3
el
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
1.3 X 4
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.
April 11, 2016
TYPICAL ALTERNATE BRACING DETAIL I STDTL14
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
(4) 12d
TRUSS 2419 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
1.
12
VARIES
(4) 12d
MAX 3011(2'-611)
2x6 #2 SP (Both Faces)
24" o.c.-
SIMPSON H5
Aelh y T. TMW III, P.E.
s E0983
4651 St. Lucie 9IA.
Fat Place, FL 34946
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND
FEBRtiARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15
�I
�'.
TOTAL NUMBER MAXIMUM FORCE (CBS) 157
OF NAILS EACH
SIDE OF BREAK
X
(INCHES)
LOAD DURATION
SP
OF
SPF
HF
FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL1!
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' D.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 END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X 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