HomeMy WebLinkAboutTRUSS4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
r ',FLp,I Ilp jpRPQRATI)QN;
TRUSS ENGINEERING I
BUILDER: RENAR
PROJECT. MORNINGSIDE
COUNTY: ST LUCIE
LOT/BLK/MODEL: LOT:103 / MODEL:CAYMAN 1763 / ELEV:B3/ LNI
JOB#: 75287
MASTER#: WRMSCMB31-15X10
OPTIONS: 150 SF REAR PORCH NO VALLEYS
4
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 WRMSCMB3L1 5X1 0
A-1 Roof Trusses
4451 St LucieBlvd
Site Information:
Fort Pierce, FL 34946
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/rP[2014 Design Program: MiTek 20/20 0.0
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.d psf Floor Load: al0.0D psf FILE
®g>a
This package includes 27 individual, dated Truss Design Drawings and 16 Additional Drawings. 11� 1 Lr,�l
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
8129/18
25
A0118587
J2
8129/18
2
A0118564
A02
8/29/18
14
A0118576
B04GE
8129/18
26
A0118588
J5
8/29/18
3
A0118565
A03
8/29/18
15
A0118577
C01G
8129/18
27
A0118589
TO1GE
8/29/18
4
A0118566
A04
8/29/18
16
A0118578
CO2
8129/18
28
STDLO1
STD. DETAIL
8/29/18
5
A0118567
A05
8/29/18
17
A0118579
CO3
8129/18
29
STDL02
STD. DETAIL
8129118
6
A0118568
A06
8/29/18
18
A0118580
C04GE
8129118
30
STDL03
STD. DETAIL
8/29/18
7
A0118569
A07
8/29/18
19
A0118581
C05
8129118
31
STDL04
STD. DETAIL
8129/18
8
A0118570
A08
8/29/18
20
A0118582
CA
8129118
32
STDL05
STD. DETAIL
8129/18
9
A0118571
A09GE
8129/18
21
A0118583
CJ3
8129/18
33
STDL06
STD. DETAIL
8129/18
10
A0118572
B01GE
8/29/18
22
A0118584
D01
8129/18
34
STDL07
STD. DETAIL
8/29/18
11
A0118573
B02
8/29/18
23
A0118585
HJ2 .
8/29118
35
STDLO8
STD. DETAIL
8/29/18
12
1 A0118574
1 B03
8/29/18
124
1 A0118586
1 J5
8/29118
36
1 STDL09
I STD. DETAIL
18129118
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 stale of Florida is February 28,2019.
NOTE -The seal on these drawings indicate acceptance of professional
engineering responsibility solely for the truss components shown.
The suitability and use of components for any particular building is the responsibility of the
building designer, perANS0TP14 Sec. 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the
construction documents (also referred to at times as 'Structural Engineering Documents)
provided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tombo III PE by [At 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 Too represents an acceptance of professionaAnthony T.
engineering responsibility for the design of the single Truss depicted on the TDD only. The
Building Designer is responsible for and shall coordinate and review the TDDs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes.
3B BCA2210000 GO 004C 1287 DF
Page 1 of 2
#A-1
-R5
ROOF
TU5E5
AFLORMA CORPORATION
RE: Job WRMSCMB3L15X10
No.
Seal #
Truss Name
Date
37
STDL10
STD. DETAIL
8/29118
38
ST01-11
STD. DETAIL
8129/18
39
STDL12
STD. DETAIL
8/29/18
40
STDL13
STD. DETAIL
8/29/18
41
STDL14
STD. DETAIL
8/29118
42 1
STDL15
I STD. DETAIL
8/29118
43
STDL16
STD. DETAIL
8129/18
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
Tress Type
Dry
Ply
A0118563
WRMSCMB3L15X10
A01
Roof Special
3
1
�RENARMORNINGSIDE
Job Reference optional)
A-1 Roof Trusses, Foil Pierce, FL 34946. design@altross.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18
6.00 FIT
5.10 MT20H8=
I
17 16 300 _
3x6 = 4x6 = 2x4 II 3X4 II 5x12 3x6
1528:41
Dead Lard Defl. =1/8 in
7-3A
11-10-10
15-6-0 19-1-6
27-10.2
7-3A
4-7-1
3-7-1 1 3-7-6
8-8-12
1
10.1-14
Plate Offsets (X Y)--
I7:0-3-0,0-3-0I, 111:0-4-8,0-3-01
113:0-6-8
0.2-81
I15:0-5-4,Edael
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
floc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.93
Ved(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 Incr YES
WB
0.99
HOrz(CT)
0.30
9
n/a
rda
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight:22211b
FT=10%
LUMBER -
TOP CHORD 2X4 SP M 30 •Except-
T1: 2x4 SP No.2
BOTCHORD 2x4 SP N0.2 *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 midpt 11-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation nuide.
REACTIONS. (lb/size)
2 =
148210-7-10 (min. 0-1-12)
9 =
148210-7-10 (min.0-1-12)
Max Ho¢
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 (Ib) or less except
when shown.
TOP CHORD
2-3=2654/1639, 3-4=4224/2520,
4-5=-3578/2091, 5-6=3485/2116,
6-7=-3262/1858, 7-8=2382/1529,
8-9=2684/1736
BOTCHORD
2-17=-1276/2306, 4-15=211/377,
14-15=-2007/3890, 13-14=-1104/2894,
6-13=994l2140, 9-11=-141412374
WEBS
3-17=-1304/841, 15-17=1485/2692,
3-15=-630/1441, 4-14=7671718,
11-13=1424/27B4, 7-13=14/455,
WEBS
3-17=-1304/841, 15-17=148512692,
3-15=630/1441, 4-14=-7671718,
11-13=142412784, 7-13=14/455,
7-1 1=1 006/570, 8-11=-3891478,
6-14=547/700
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VuIr160mph (3-second gust)
Vasd=124mph; TCOL=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) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-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 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
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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580083
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44515t. Lucie Blvd.
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Fort Pirece,FL 34946
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Job
Truss
Truss Type
Dry
Ply
RENAR MORN INGSIDE 4
WRMSCM631-15X10
A02
Scissor
3
1
A0118564
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com
1.5x4 a
3
m12
0
448 >
Run: 8.210 s May 18 2018 Print: 8.210 s M
ID:ld 0OXyyT61Bi_T
2 19440 25a4 31
6-04 6-04 5
6.00 12 5.6 =
5
5x6 G
5x6 1,
4 6
12
6.8
14 13 11 0
3x8 MT20HS� 3x8 MT20
3x4 c 3.00 12 3.4 c
1.5x4 II
1.5x4 II
2018 MiTek Industries, Inc. Wed Aug 29 15:28:42 2018
Deaf Load O 11. = 51161n
1.5x4 s
7
1
1 4
via
19 ro
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
I/dell
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
0.5512-14
>826
360
TCDL
7.0
Lumber OOL
1.25
BC 0.84
Vert(CT)
-0.8012-14
>570
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.93
HOR(CT)
0.50 8
n/a
n/a
BCDL
10.0
Code FBC2017rTP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP N0.2'Except'
Tt: 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 or4-7-10 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. (lb/size)
2 =
1482/0-7-10 (min. 0-1-11)
8 =
1482/0-7-10 (min.0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
-069(LC 12)
8 =
-369(LC 13)
Max Grav
2 =
1482(LC 1)
8 =
1482(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=4676/2810, 3-4=4314/2537,
4-5=-3129/1785, 5-6=-3129/1785,
6-7=4341/2562, 7-8=-466012828
BOT CHORD
2-14=2402/4233, 13-14=-183113605,
12-13=1827/3640, 11-12=1829/3643,
10-1 1=1 842/3607, 8-10=-2418/4245
WEBS
5-12=127812430, 6-12=-8501786,
6-1O=262/633, 7-1O=319/445,
WEBS
5-12=12782430, 6-12=850f786,
6-10=-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; 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; canfilever 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) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSUTPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 369lb 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
5x8
1.5.4 1
4x8 //
PLATES GRIP
MT20 2441190
MT20HS 1871143
Weight:200lb FT=10%
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Anthiony T. 81, P.E.
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Job
Truss
Truss Type
Ory
Ply
RENARMORNINGSIDE
WRMSCMB3L15X10
A03
Scissor
10
1
A0118565
Job Reference o tionet
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
Run: 8210 s May 18 2018 Print 8.21U s May l8 2U18 MI I eK Ineuslnes, Inc. Wed AUg 291b28:42 2U18
6.00 12 5.6 =
Dead Load DeO. = Sltfi In
4x8
4x8
2 3B-"
9910-0 -012 10-4
Plate Offsets KY)-
T2:0-1-14,Edael T4:0-3-00-3-01
[6:0-3-0 0-3-01
[8:0-1-14 Edael
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL.
in (roc)
I/deg
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.66
Vert(LL)
0.57 12-14
>806
360
MT20
2441190
TCOL 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 Ina YES
WB
0.93
Horz(CT)
0.52 8
n1a
nla
BCDL 10.0
Code FBC2017fTP12014
Matrix-MSH
Weight:179Ib
FT=10%
LUMBER -
TOP CHORD 2x4 SP No2'Excepe
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
puffins.
BOTCHORD
Rigid ceiling directly applied or 4-7-7 oc bmcing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1482/0-7-10 (min. 0-1-11)
8 =
1482/0-7-10 (min. 0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
-369(LC 12)
8 =
-369(LC 13)
Max Grav
2 =
1482(LC 1)
8 =
1482(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=4676/2809, 3-0=4314/2536,
4-5=3130/1786, 5-6=3130/1786,
6-7=-4314/2551, 7-8=41676/2830
BOTCHORD
2-14=2401/4233, 13-14=183213605,
12-13=182713641, 11-12=1832/3641,
10-11=-183713605, 8-1O=2423/4233
WEBS
5-1 2=-1 27912431, 6-12=-8481779,
6-10=-254/625, 7-10=318/464,
4-12=-848f780,4-14=-256/625,
3-14=-318/465
WEBS
5-12=127912431, 6-12=-848f779,
6-1 O=254/625, 7-1 O=318/464,
4-12=-8481780, 4-14=256/625,
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; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and GC Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent 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/TPI 1 angle to grain formula.
Building designer should verify rapacity of beating
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 B.
8) 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
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Anthony T. Tmbo 111, P.E.
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Fort Pierre, FL 34946
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Job
Tmss
Truss Type
Oty
MORNINGSIDE i
WRMSCMB3L15X10
A04
ROOF SPECIAL
4
[lY
1
�RENAR
A0118566
Job Reference (optional) -
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.mm
Run: 8.210 s May 18
600 F12 7x6 II
18 17 "" 4x10 = - ,
3.6 = 5.6 = 21 II 1.Sx4 II 3.00 12 Us
8x8 = 1.5x4 11
11.7-10 2t4?-10 23 2
&1-0 11-1-10 L4 19-00 11-1 211F2 29b-0 066U
3 10 Oi" IO -11-1 I1-9-0B &2-14 84i-0
oa o oa-0
2915:28:43
Dead Lood Defl. = 3116 in
Plate Offsets (X,Y)-
[610-1-12 Edcel 18:0-3-0 0-3-01.
[9:0-0-10,Edgel
[12:0-5-12,0-5-41
[15:0-5-12 0-4-41 [18:0-3-0 0-1-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.93
Vert(ILL)
0.4711-12
>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 Incr YES
WB
1.00
Hou(CT)
0.36 9
We We
BCDL 10.0
Code FBC2017/rP12014
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'ExcepV
B2,B4: 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:
10-0-0 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 =
1491/0-7-10 (min.0-1-12)
9 =
1485/0-7-10 (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. CompJMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-263511604, 3-4=2700/1747,
4-5=-182211223, 5-6=171711250.
6-7=-3863/2402, 7-8=-4601/2946,
8-9=-4661/2731
BOT CHORD
2-18=-123312282, 4-15=-310/655,
14-15=-125412423, 7-12=-511/558,
11 -1 2=1 67813630, 9-11=232014205
WEBS
3-18=466/340,15-18=-1123/2282,
WEBS
3-18=466/340, 15-18=-112312282,
4-14=1036/801, 6-14=-492198,
7-11=794/860, 8-11=352/502,
12-14=-685/1887, 6-12=170813244
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vul[=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; 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) 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 fit between the
bottom chord and any other members.
5) Bearing at joint(s) 9 considers parallel to grain value
using ANSI/rPI 1 angle to grain formula. Building
designer should verify rapacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 365 Ib 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
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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Fort Pierce, FL 34946
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Job
Truss Type
RENAR MORN INGSIDE
AO118567
WRMSCMB3L15X1O
�Tnuss
A05
HIP CAT
�Qty
1
�Ply
1
Job Reference o lional
A-1 Root Trusses, Fort Pierce, FL 34946. design@altrusswrn
Run: 8.210a May 182018 Print 8.210 s May 182018 M1iTek
10
60012 5a6= 6x6=
Inc Wed Aug 29 15:28:44 2018
20 19 3x4 = —
11 3.6 = 6.6 = 3x4 II 4><6 _ 1.5x4 II 3.00 12 4x8>
8x8 =
LOADING(psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.26
BCLL
0.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017/TP12014
LUMBER -
TOP CHORD 2x4 SP N0.2'Except'
T4,T5: 2x4 SP M 30
BOTCHORD 2x4 SP No.2'ExcepC
B2,B4: 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 -
TOP CHORD
Structural wood sheathing directly applied or 2-8-8 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 4-8-13 oc bracing.
Except:
10-0-0 oc bracing: 17-19
WEBS
1 Row at midpt
4-16, 6-15, 7-12, 6-13
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 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. CompJMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=2721/1649, 3-0=2697/1687,
4-5=187611277, 5-6=1602/1239,
6-7=3879/2412, 7-8=-466512991,
8-9=4517/2738, 9-10=468912737
BOTCHORD
2-20=1302/2377, 4-17=-229/596,
1.5x4 II
2 11-1A 2
CSI.
DEFL.
in (loc)
I/deft
Ud
TC 0.71
Vert(L-)
0.4712-13
>968
360
BC 0.85
Vert(CT)
-0.6712-13
>681
240
WB 0.85
Horz(CT)
0.37 10
We
n/a
Matrix-MSH
BOTCHORD
2-20=1 30212377,4-17=-229/596, LOAD CASE(5)
16-17=1224/2404, 15-16=-61511602, Standard
7-13=532/615, 12-13=-1677/3640,
10-12=2333/4230
WEBS
3-20=-267/251,17-20=-117912225,
4-16=975/739, 5-16=2671546,
6-15=1358/503, 7-12=-8391887,
8-12=344/505, 13-15=-823/2180,
6-13=1821/3504
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--I 60mph (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 Exledor(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) Pmvide 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 pat bottom
chard live load noncwncurrent 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-" wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 10 considers parallel to grain
value using ANSITPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 3591b uplift at
joint 2 and 362 Ito 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.
Dead Load car. = 31161n
PLATES GRIP
MT20 2441190
MT20HS 1871143
Weight:236lb FT=10%
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Anthony T. Tornbo 111• P.E.
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44515L WriQ Blvd.
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Font Pierce, FL 34946
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Job
Truss
Truss Type Oty
Ply
a
WRMSCMB31-15X1O
AO6
HIP CAT 1
1
�RENARIVIORNINGSIDE
A0118568
Job Reference (optional)
A-1 Roix Trusses, torl vie". FL 34946, daSign@altruss.com
0
600 12
Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MTek
1314
5x10 5x8 II
3x4 II
Inc. Wed Aua 29 15:28:452018
20 19 3x4= V.
3. = 6.6 = 3x4 II 1.5x4 II 3.00 12 4xa x
8xe = 7.8 =
61-t 11-1-1n 11I)I10 10o-12 -11 20-1od-10.14 rg-1p z3,yz so-a-11 se.on
s1-0 549 0-60 as2
0810
1bU
Dead Load Defl. =114 in
Plate Oftsets(X,Y)-
[7:0-2-00-2-81 f10:0-1-14Ed0e1 fl3:0-7-0,0-3-101 [15:0-1-120-2-01
f17:0-5-120714]
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
Ildefl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.64
Ved(LL)
-0.5212-13
>869
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.98
Vert(CT)
-0.7712-13
>590
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.95
Hom(CT)
0.49 10
nla
We
BCDL 10.0
Code FBC20177rP12014
Matrix-MSH
Weight:2361b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T3: 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 *Except*
B2,B4: 2x4 SP No.3, B5: 2x4 SP M130
WEBS - 2x4 SP No.3 *Except*
W5,W7: 2x4 SP No.2, W8: 2x4 SP M 30
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-8-6 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or4-8-13 oc bracing.
Except:
10-0-0 oc bracing: 17-19
WEBS
1 Row at midpt 6-15
2 Rows at 1/3 pis 7-15
MTek 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)
10 =
148510-7-10 (min. 0-1-11)
Max Horz
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 (lb) or less except
when shown.
TOPCHORD
2-3=-272711634,3-4=-2685/1640,
4-5=-2622/1657, 5-6=-2044/1363,
6-7=-1783/1297, 7-8=-3589/2235,
8-9=-3752/2106, 9-10=-470812721
BOT CHORD
2-20=129312384, 5-17=-256/572,
BOTCHORD
2-20=-129312384, 5-17=-256/572, LOAD CASE(S)
16-17=1 16812365,16-31=734/1782, Standard
15-31=734/1782,8-13=-2311391,
12-13=2324/4260, 10-12=-2320/4250
WEBS
3-20=2661257, 17-20=-120312211.
5-16=-810/602, 6-16=316/617,
7-15=-371511603, 9-13=-8791776,
9-12=O/281, 7-13=2586/5316,
13-15=170214204
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. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending. -
4) This truss has been designed for a 10.0 psf bottom
chord live load nonwncurrent 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 240-0 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 ANS[TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 346 lb uplift at
joint 2 and 349 It, 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/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
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480083
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44515t. Lurie Blvd.
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Fed Pierce, FL 34946
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Job
Truss
Truss Type
cityPly
RENARMORNINGSIDE
WRMSCMB3L15X1O
AO7
Hip Structural Gable
1 1
AO118569
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem
0
Run: 8.210 s May 18 2018 Print: 8210 s May 1132018 MITex Industries, Inc,
6.00 12 Sx6=
3x4 =
5x10 MT201-!5�
22 21---3x8= 17— 15 13
3x6 = 4x4 = 2x4 II 18 76 14 1.5x4 it
4.6 it 3.6 = 3x6 =
5.6 =
Dead Load Deb. =1116 in
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (too)
I/deb
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.64
Vert(LL)
0.13 13-28
>771
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.79
Vert(CT)
-0.34 18-19
>808
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.40
Horz(CT)
0.01 15
n/a
n/a
. BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weight:2201b
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2'Except'
B2,B5: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-6-6 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 Be 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 guide.
REACTIONS. All bearings 14-11-10 except Qt=length)
2=0-7-10, 16=0-3-8.
(lb) - Max Horz
2=-126(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s) 16
except 2=247(1-C 12), 15=-365(LC 9),
13=-158(LC 13). l l=-148(LC 13)
Max Grav
All reactions 250lb 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. (lb)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1301/888,3-4=-9661759,
4-5=896/775, 5-6=675/650,
6-7=-577/617, 7-8=0/442, 8-9=01509,
9-10=-71403
BOTCHORD
2-22=-603/1'105, 5-20=277/376,
19-20=3261802, 15-18=1300/640,
8-18=-421/214
WEBS
20-22=-596/1007, 3-20=-348/338,
WEBS
20-22=59611007, 3-20=-348/338,
5-19=487/462, 7-19=225/634,
7-18=9841583, 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;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 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 nonconcurrent with any other live
loads.
6)*This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, 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 (jl=lb) 2=247, 15=365, 13=158,
11=148, 11=148.
8) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) defection per
ANSUTPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
r•w�,Y.pymnY�uaunnuoNilFr;auwraYlumm�nrnrrrymm+w:warmYx mryx,qn=tl.,m,.Iem�.bn,mm�r>,.w;�;mMwvul.Iw,u.rtlwmaxlm,.e mtrunY.x,wa.uF:0.mr
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Anthony T. Tomto 111, V.E.
Wmtl Ylm,b9Yl9sin4beYeldbim,bC.,s lwYhdMoYi'a41T09.YYapedb91.Y6fMY'aYefMvl WRFI. in 9PMd41:8W NMImtl YImAb'^Wimeu3age..Yla.IM6gvW bpa 'NIA
'80083
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4451 St. Lude Blvd.
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�
Fort Piwce, FL 34946
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antq % vVt R n fog %
_. .. .
Job
Truss Type
PN
WRMSCMB3L15X10
�Truss
A08
Hip
�Qty
1
1
�RENARMORNINGSIDE
A0118570
Job Reference o bonal
A-1 Root l russes, Fort Pierce, FL 34946, design@altruss.com
I�'
5.6 =
Run: 8.210 s Mav 18 2018 Print 8.210 s Mav 18 2018 MTek
3x4 =
5.6 =
Inc. Wed Aua 29 15:28:46 2018
Dead Lead Defl. =118 in
1.5x411 3x6= 6x6= 3x4= 3.6=
3xfi = 318 = 316 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
Well
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TC 0.65
Ved(LL)
-0.3212-14
>884
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
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/rP12014
Matrix-MSH
Weight:196lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-6-4 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 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 =
1828/0-7-10 (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. Qb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1151/588, 3-4=6821381,
4-5=-540/390,5-6=318/606,
6-7=-321f762, 7-8=313/516
BOTCHORD
2-15>326/963, 14-15=-3261963,
13-14=311276, 13-22=-311276,
22-23=311276, 12-23=-31/276,
11-12=3481498, 11-24=-348/498,
24-25=348/498, 10-25=-3481498,
8-10=298/219
WEBS
3-14=-533/508, 5-14=-2931582,
WEBS
3-14=533/508, 5-14=-293/582,
5-12=1109f793, 6-12=-8231911.
6-10=-1196f706, 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=5.0psh h=13ft;
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; porch right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate gdp
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=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
ANSIfrPI 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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Wl,rvvem l'n+tls,almmlmnkwt4rL,uem1,[,p.ep. fvaq 6r.,r}ebnwgmo,peanam,vrvtlbntlniwe,q.egpvy.melbml plb�y�l tyml.mmomG.n ql vtH.nwMnufyumwvwt:k)
gnthony T. Tomb. 111, P.E.
d,utlNrimrbgklfiq mmpvbGnlpAm,b4vsi„bnd r]mmbNgpnla, m m gmlKm RmlmbmhvA'�FvJrRL m9r^4tlm0G+4mmN tlminntl6g16; m ®NMn,dhWpJAbmnrmi:rytl
380083
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4451 St. Uxle Blvd.
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�
Fort frlene,FL 34946
GppipbDlGI4A�1IvdLessn-Amlvepi.ivmlv01,P8 Rpmdseievddivlvwm,uv.plmmisprvlTuehffiemdudveapmmisum6av41 kdlmm�lv6evpt.lemlvlG, p.l.
Job
Truss
Truss Type
CRYPN
RENAR MORN INGSIDE
WRMSCMBK15X10
TOLE
HIP SUPPORTED GABLE
1
1
A0118571
Jab Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc Wed Aug 29 16:28:47 2018 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-vdUtY,OJn7gDxfgmhVvVl7FjvXKxbiVC Wgt tyiyuE
t-4-0 77-0-12 26-11-4 32-2-8 1 38_-0-0
'1 11-0-12 15.10-8 5-3-4 S-9A
5.6 =
5x6 =
31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 =
3x6 = 3x6 =
24-9-8 126-11- 38-0-0
24-M 2-1-12 11-0-12
Dead Load Defl. =1/8 in
Plate Offsets (X Y)—
I7:0-3-00-2-01 rl4:0-M.0-2-01
119:0-3-0
0.3-01
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in floc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)
0.47 16-18
>379
360
MT20 2441190
TCOL 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
Horz(CT)
0.01 19
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 235 lb FT = 0%
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
pudins.
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. Al bearings 23-M except (jt=length)
16=0-7-10.
(Ib) - Max Horz
2=102(LC 10)
Max Uplift
All uplift 100 lb 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 atjoint(s)
2, 21, 22, 23, 25, 26, 27, 28, 29, 30,
31 except 19=681(LC 24), 16=593(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
14-15=335/528,15-16=-6611799
BOTCHORD
29-30=-150/382,28-29=-1501382,
27-28=-150/382, 26-27=-149/380,
25-26=-149/380, 24-25=-149/380,
23-24=-149/380, 22-23=-149/380,
21-22=-149/380, 20-21=149/3BO,
19-20=149/380, 16-18=-5971551
WEBS
14-19=-5941823, 14-18=-677/471,
WEBS
14-19=594/823, 14-18=-677/471,
15-18=363/528,3-30=-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; TCOL=4.2psf; BCDL=5.Opsf, h=13ft;
Cal. II; Ecp 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) Tmss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSI/TPI 1.
4) Provide adequate drainage to prevent water
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 lead nonconcument with any other live
loads.
9)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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 Qt=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
ANSUTPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
tlmy.rmrmm{LYn�k,$-1719faW$(!^1!fttirWfi,vstterarontr{1g.(Im11}uunnW.m'6n in8hrppnmmrd.n,nb,imrm,ytrrr^1C¢€,'mIx14IL1mMRrttesne AmlMrw. ¢huwmr 4d.br�0.ra.
WI,Imbr::rtlr11rM440.':IrWl brinulm4`+�nPr.1M1:t�lrPdnbuimgi3r,>zunmepmetlb{dnwivpe9nrP ^bbbvptl4vthGmiryCtlm4l rY.,eIeIM1LhMgrnm{p4Egaet'.sx.W4n
Anthony LTombo III, P.E.
mlmrtlbrM,M1u1&hie4mPuWld4[.:.bG.w',wErdATrlu44'kq%rt4.h4x6tlbKOroIm4W WfA�WAI.IYOlmtltlbf:pvlmihYmY4lmtNhi4Nl m4a YJ'6umlYrOlJepPrmP'�KSd
�80083
41d41M1upolmh.Nen,tl Kmtr R4Mtr(mafdp,brtl44xq 1apulH, Yrss Ptpkrbtl; IRW1K1mrM,vJbprtlplm nVl heronsp,tiWrelNnibiw &:4v,tm,quplryw MNnWlt.e.ahr
44515r. LVje Blvd.
MmW HMIrr[WtlpMgm:aOgi/gpb,balal bLmhrgtq.neutmlwgmvp.®andN,e[q.vrrlrpwes uwu4,�Im.,nntld:iM1L
�
Fort Plwe, FL 34946
fv MO7!@kl WvJimuY W! LlvmlviRLE. Ie ivdrmxdlbaducmm,iem Brm,is v!iliNx01ev18ea9ev ,invlvm111vdLnusAvRv ffexly Pl,r1 _
Pdr vrl V f C f°°" C
Job
truss
Truss Type
DN
PlyRENARMORNINGSIDE
WRMSCMB3L15X10
B01GE
COMMON SUPPORTED GAB
1
1
A0118572
Job Reference (optional)
n-i Rom I russes, ron vierce, FL mu iti, oesignQalbuss.com
Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MiTek Industries, Ina Wed Aug 29 15:28:48 2018
4.4 =
1
3x4 =
14
13
12
11
10
3x4 =
2-"
12-"
LOADING(psf)
SPACING-
2-041
CS1.
DEFL.
in
(loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.18
Vert(LL)
-0.01
9
n1r
90
MT20
244/190
TCDL 7.0
Lumber DOL
125
BC
0.09
Vert(CT)
-0.01
9
rur
80
BCLL 0.0 '
Rep Stress Incr
YES
WB
0.05
Horz(CT)
0.00
8
n/a
nfa
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Wind(L-)
0.01
9
n/r
120
Weight: 56 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 12-4-0.
(III) - Max Horz
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 250 lb or less at joint(s)
2, 8,12,13,14,11, 10
FORCES. (lb)
Max. Comp./Max. 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=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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.
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 psf bottom
chord live load nonconcunent 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-M 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 100lb 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 VerI CT) deflection per
ANSIrfPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component
LOAD CASE(S)
Standard
l
Fina.nm.v.prm aucnnmof>ale}k'v�IP�sImP�noanc.flaraiw�lnm�errsa ba;xvl�{.Ittlem.w,ImtMo-,.q;:smmmNFle�I,arLremmnw„K mmsl.,iva4 bro,m
WidixfMYb VAI MhM1 vbeYl6elm{boyrgv„tp 1Ro�IR+�IN,N�gI`]T� v�tPo�tiblMalA �9 ivy'Ybhpibgp:m,lPl•bR-0,F.vbelf.@loWnm@41sIS1uL:a{fa'dsry
Anthony T. Twb01II, P.E.
' tl .,dN{Im h.rleq bnynNgdbr.�bP.wtr2x4,pa SWly9t p,hbvercdb9f,paof elbadM#yuAolPH.hgr,MdblGMgbetlnAfo l�.n,NyghvNimyr.eh+m�Ik�q JAMw amiJ.ti,t
.180083
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44515t Lucie Blvd.
4i.edI h11,Whnallr ileMMMPr(TL,ultipfquah171M14xgb lm 4ue tqa, dq WEq a,getialb mnldd h'A I.
•
FOR Pierce, FL 34946
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Job
Truss
Truss Type
Ory
Pry
RENARMORNINGSIDE
A0118573
WRMSCMB3L15X10
B02
COMMON
3
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946. design@altruss.com
31
Run: 8.210 s May 18 2018 Pont 8.210 s May 18 ZU18 MI I eK Ineusines, Inc, Wed AUg 29 1b:28:48 2U18
4x4 =
3x4 = 1.Sx4 II 3X4 =
la
'
6-2-0
6-2-0
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(Idc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.41
Vert(LL)
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 Incr
YES
WB 0.11
Horz(CT)
0.01
4
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weight: 48 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.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
53210-7-10 (min. 0-1-8)
4 =
53210-7-10 (min.0-1-8)
Max Horz
2 =
-62(LC 10)
Max Uplift
2 =
-144(LC 12)
4 =
-144(LC 13)
Max Grev
2 =
532(LC 1)
4 =
532(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-632/420, 34=6321420
BOTCHORD
2.6=-201/508,4-6=-201/508
WEBS
3-6=-151282
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 Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcumenl with any other live loads.
4) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except 0t--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
ANSIIfPI 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
y
Ply
RENAR MORNINGSIDE
WRMSCM83L15X10
BO3
COMMON
ri,
1
A0118574
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries. Inc. Wed Aug 29 15:28:49 2018 Page 1
ID:ld_OOXyyT61Bi TXoliwHHzetvK-sOcezO2ZIJNOSFpYy3jz_wgOSXdjoywt4zW7n5myiyuC
-1-4-0 6-2-0 11-11-14
6-2-0 5-9-14
4x4 =
6.00
F12
4
�1 2
1
r r
5
1.6x4 II
3x4 =
3x4 =
6-2-0
11-11-14
6-2-0
5-9-14
Plate Offsets (X,Y}-
[4:0-0-0,0-0-10]
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(Inc)
Ildell L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
125
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
INS 0.10
Horz(CT) 0.01
4
n/a n/a
'
BCDL 10.0
Code FBC20171TP12014
Matrix-MSH
Weight: 45 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 truss erection, in
accordance with Stabilizer Installa8on Guide.
REACTIONS. (lb/size)
4 =
43910-3-8 (min. 0-1-8)
2 =
524/0-7-10 (min.0-1-8)
Max Ho¢
2 =
73(LC 12)
Max Uplift
4 =
-103(LC 13)
2 =
-143(LC 12)
Max Gmv
4 =
439(LC 1)
2 =
524(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-607/424, 34=610/425
BOTCHORD
2.5=-261/485,4-5=-261/485
WEBS
3-5=-16/269
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.Opsh, h=13ft;
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 for a 10.0 psf bottom
chord live load nonconcurrenl with any other live
loads.
4)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 4=103, 2=143.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIrFPI 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. Tomba Ill, P.E.
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44515t. Blvd.494
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For[ Pierce, FL 74946
, FIL
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Job
Truss Type
Oty
RENARMORNINGSIDE
WRMSCMB3L15X10
�Truss
B04
MONOPITCH
1
[[Y
1
A0118575
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.00m
Run: 8.210a May 182018 Print: 8.210 s May 18
1.8x4 II
4
3.4 = 1.5x4 II 4.4 =
Wed Aug 29 15:28:49 2018
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
floc)
I/deft
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(L-) 0.05
6-9
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT) -0.06
6-9
>999
240
BCLL 0.0 '
Rep Stress Ina
YES
WB 0.45
Horz(CT) -0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-MSH
Weight: 62lb 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-&B 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 truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
51810-7-10 (min. 0-1-8)
5 =
434/0-3-8 (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
2 =
-107(LC 12)
5 =
-191(LC 12)
Max Grav
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=-486/500, 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=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) This truss has been designed for a 10.0 lost 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) 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
ANSIr PI 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 Ill, P.E.
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I
4451 St. Lucie Blvd.—
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�
Fort Pierce, FL 34946
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_
Job
Ory
WRMSCMB3L15X1O
�Tmss
BO4GE
�Truss`fype
GABLE
1
�Ply
1
�RENARMORNINGSIDE
AO118576
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attmss.com
Run: 8.210s Mav 182018 Print 8.210 s Mav 182018 MTek
1.Sx4 II
4
3.4 = 1.5x4 II 5.6 =
Inc Wed Aua 2915:28:50 2018
LOADING(psf)
SPACING-
24O-0
CSI.
DEFL. in
(foe)
Vdefi
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC OAS
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 Ina
YES
WB 0.44
Horz(CT) -0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weight: 70lb
FT =10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
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 truss erection, in
accordance with Stabilizer Installation aide.
REACTIONS. (lb/size)
5 =
434/0-3-8 (min. 0-1-8)
2 =
518/0-7-10 (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
5 =
-191(LC 12)
2 =
-107(LC 12)
Max Grav
5 =
434(LC 1) ..
2 =
518(LC 1)
FORCES. fib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-613/195
BOT CHORD
2-6=-486I500, 5-6=486/500
WEBS
3-6=0/273, 3-5=-5581542
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/rPI 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 nonconcunent 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 Uord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (t=lb) 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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Andlony T. Tanbo 11I, P.E.
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I
4451 St. Wde Blvd.
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Job
Truss
rrussrype
aty
Ply
RENARMORNINGSIDE
WRMSCMB3L15X10
C01G
GABLE
1
d
A0118577
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mi-Tek Industries, Inc. Wed Aug 29 15:28:51 2018
4x4 =
2-014
1.5141,9,5,
9$n
4x6 =
na]
194-n
1d14 0 7
)-]-4
7-7-2
2014
039
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (too) I/deb
L/d
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
-0.13 12-15 >999
360
MT20 2441190
TCDL
7.0
Lumber OOL
1.25
BC 0.90
Vert(CT)
-0.23 12-15 >964
240
BCLL
0.0 '
Rep Stress Incr
NO
WB 0.87
Horz(CT)
0.02 12 We
We
BCDL
10.0
Code FBC2017/TP12014
Matrix-SH
Weight:108 Ib FT =10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-2-2 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS
1 Brace 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 =
777/0-8-0 (min. 0-1-8)
12 =
777/0-8-0 (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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-1176/244, 34=-7961140,
4-5=7541140, 5-6=-7311159,
6-7=-722/185, 7-8=722/187,
8-9=-7311161, 9-10=-754/141,
10-11=-796/141, 11-12=-11761241
BOTCHORD
2-23=184/1053, 23-24=-184/1053,
24-25=-184/1053, 25-26=-184/1053,
15-26=-184/1053, 14-15=184/1053,
14-27=-18411053, 27-28=184/1053,
28-29=184/1053. 29-30=18411053,
12-30=184/1053
WEBS
7-16=421430, 3-19=410/139,
WEBS
7-16=42/430, 3-19=410/139,
18-19= 4111139,17-18=-411/139,
16-17=-405/134, 16-20=403/132,
20-21=4111139, 21-22=4111139,
11-22=-409I137.15-16=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=S.Opsf; h=13ft;
Cat. II; Exp B; End., 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/iPI 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 nonconcurrenl 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 fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at=lb) 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 2-0-0, and 160 Ib down and
73 lb up at 17-34 on top chord, and 77lb down and
35 Ito up at 2-M. 17 lb down and 1 Ito up at 4-0-12,
17 lb down and 1 lb up at 6-0-12, 17 lb down and 1 lb
up at 8-0-12, 171b down and 1 Ib up at 9-8-0, 17 Ib
down and 1 Ito up at 11-3-4, 171la down and 1 lb up at
13-3-4, and 17 lb down and 1 lb up at 15-0-4, and 77
Ib down and 35lb up at 17-34 on bottom chord. The
desigNselection 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) defleebon 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)
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Artlqdm,nrrlYl
nWu
Anthony T. Tombo 111, P.E.
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z 30083
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44515t. Lucie Blvd.
,lemu Id,dli6mm r7edmbmaq Ndlmxtda5LL rtrmvuua!q.unnreldulq[r4e,ermvfteafgameerwfy m,o.8n,ltmmnlamaml.
Fort Pierce, FL 34946
0 6102616 AI ladimssvl Aveav Llvmbv laPLb mdvaiavvlllislvmmem,ivn im s idi3nedriRvNeevnna v,miuivvhvmAItvdlnem-Amhvn LivmlvN,LL. _ -
Pnil I 7 I ryi P P r
Job
Truss
Truss Type
Dry
Ply
WRMSCMB3L15X10
CO2
COMMON
2
1
�RENARMORNJNGSIDE
A0118578
Job Reference (optional) n.
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210 s May 18 2018 Print: 8.210
414 =
4x4 = 5x8 = 40 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
(loc)
Udefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.44
Ved(LL)
-0.14
8-14
>999
360
TCDL 7.0
Lumber DOL
125
BC 0.85
Vert(CT)
-0.22
8-14
>999
240
BCLL 0.0
Rep Stress Inv
YES
WB 0.21
Harz(CT)
0.02
6
n/a
n/a
BCDL 10.0
Code FBC2017/fP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Stmctural wood sheathing directly applied or 5-0-10 oc
purtins.
BOTCHORD
Rigid ceiling directly applied or 743-8 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
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 Grav
2 =
791(LC 1)
6 =
791(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=11891788, 3-0=-898/581,
4-5=-898/581, 5-6=1189/788
BOTCHORD
2-8=-562/1042, 6-8=-574/1042
WEBS
4-8=-264/553, 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=4.2psf; BCDL=S.Opsh 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 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 nonconcument with any other live
loads.
4) • This truss has been designed for a live load of
20.Opsf on.the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except Ot=m) 2=205, 6=205.
6) This truss is designed for a veep 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
29
Dead Load Defl. =1/16 in
IY
0
PLATES GRIP
MT20 244/190
Weight: 88lb FT=10%
levbRtlltlenlSbn= BlmeYnn OLtlnMld,n}
raWshn+Itts"
iaJLR'Irt i,rL�6du NtenmN,dd�tvvml Yµ,FVdit
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"W&M13lRi6jf88rL Aso t Qt.r glossj6isots sot
AnNony T. TanbO III, V.E.
4mtldb rm MR1A1W Mmp.YW tlMOm, MC•nteiNtlyefv6bM1q Onrya M'onntlMuf.Ml:ddebui laxgn4dlFLR gmLtlbnComM1RmdNimt YM16gtr[uyn+v.mvNwdhryJiYM1mfasr!>tl
Y80083
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I
4451$L Lucie Blvd,
ISMuldvtlln Lsmgxlw LnraghdllxlMMLd I4lmlav�Lgmmh101411snlagw, M.t.rnafqumimfdLb N9Yais v,n LdMlIRI.
�
Fort Pierce. FL 34948
4 li®1014bl laallnsse�kidoe LlvmEdO,PI, Pr MamaLoldildemoed,ivvr Imm,is �olThdhiilondevnml imiiwrheakllmlhaln-IVEw i.lad! P.1.
Job `
Truss Type
PN
RENAR MORN INGSIDE
�Tnuss
WRMSCMB3L15X10
CO3
COMMON
�Qty
1
1
A0118579
Jab Reference optional)
o
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
Run: 8.210 s May 18 2018 Print: 8.210 s
4x4 =
18 2018 MTek Industries, Inc. Wed Auq 29 15:28:52 2018
44 = 5.8 = 40 =
LOADING(psf)
SPACING-
2-M
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0 '
Rep Stress Ina
YES
BCDL
10.0
Code FBC2017rrP12014
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.
BOT CHORD
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 =
70010-3-8 (min. 0-1-8)
2 =
78110-7-10 (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./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-11641783. 3-4=-873/576,
4-5=-870/575, 5-6=1145r768
BOT CHORD
2a=-619r1021, 6-7=-600/981
WEBS
4-7=-258/527, 5-7=-311 /365,
3-7=-348/387
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
CSI.
DEFL.
in
(loc)
Well
Ud
TC 0.46
Vert(LL)
-0.14
7-13
>999
360
BC 0.82
Vert(CT)
-0.22
7-13
>999
240
WB 0.20
Hom(CT)
0.02
6
nla
n/a
Matrix-MSH
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; 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
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 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 6[=1b) 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
ANSIrI-PI 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
6a
PLATES GRIP
MT20 244I190
Weight: 84 lb FT=10%
e+.n.mvn,,,�M•:n..mrmesnma(wuTonr:mmlm,anentmru(an}uoceawrl...aryanw•,=tl"sm.ddn.nnm,an�a..ypu,wmin.M1t.Yarlu+,,,YmYeom.umn,n«.mond,e,mo,.} —
nmmurd,a0eadmmnJUM.aL Yruuwgry..nr.y.aqup,+,dwngm:,pnmlomlmtlmr�d+v.dn'+v*r�rvvwanmminpamspt:.l:tand„dmomnwevu.dapnveryaxa„mnv.wa�ot Anthony T. Tombo 111, P.E.
' ndu,tlY,Ira:Ygril[grin:e:P'��^ItldO.re.mO.attrlevd,}fubY�Wryu�,+n:mrntltr6,m RdmMidYAMeellFl.11rq>,Ktlmmvdamll n,tlmlmtnl6gl-FTynry.im9maelh.gJdSbuyau'.Ind 380083
mhRgn:revert,u.n.nmr.mrtmadranmfm3m:tlm4N9rpsxNnlnnme:W7WmtlNPrevu.,nnnnYpndptu lttlaa:brtgmirblmanrnl:n.nvHvTtn,vnv6levsirm:mekee-ia 44515L Lucie Blvd. -
S,Mur4odlpanm,FM.muwogll,Ormlm,hH relnun:,nryuv M1lClmnlaYlge,,dm:6nt+fgamd W MB9 agBadMou,nWW bRn' Fort Pierce, FL 34946
U2Pn 11V20166Itvdbvnetl�nv+ Llvn6e01,Pi to mdvaiavvlilislvmruvl,io+ Ivm,is :aliEded vitleYMearineo e:miniee6vmkl levlbnuv�Aebw 1.IvmlvlO,Lf.
Y P 9 P 1 Y
Job
Truss
TC
Truss Type
MORNINGSIDE
AO118580
WRMSCMB3L15X10
4GE
GABLE
�Qty`
1
�PIY
1
�RENAR
Job Reference (optional)
A-1 Root Trusses, Fort Pierce, FL 34946, design@atbuss.mm Run:8.210 s May 182018 Prinb 8210
6.00 FIT 7x6
10
18 2018 MTek Industries, Inc. Wed Aug 29 15:28:52 2018
6v8 =
4x4
,as7 2 ,8�� ,�z 2 „�
10A7 I &1S 0.13 6-7d 1
o<u
Dead Load Dell. =1/81n
Plate Offsets (X Y)—
r5:0-2-0 0-0-121 17:0-1-00-1-81
r9:0-6-8 0-3-01
111:0-2-12 Edoel
[13:0-1-10.0-0-12]I17:0-1-10 0-0-121
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.63
Vert(LL)
0.15 8-9
>547
360
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.95
Vert(CT)
-01A2 11-27
>533
240
BCLL 0.0'
Rep Stress lncr YES
WB
0.72
Horz(CT)
-0.01 10
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weighl:1951b FT=10%
LUMBER -
TOP CHORD 2x4 SP N0.2
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 5-2-3 oc
purifies. except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MTek 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 lb or less atjoint(s)
except 2=-168(LC 12). 8=-138(LC 8).
9=-002(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
10, 8 except 2=710(LC 1), 9=1105(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-917/499, 3-4=614/311,
4-5=-478/323, 5-6>166/367,
6-7=-154/355
BOTCHORD
2-11=709(789, 6-9=-586/481
WEBS
3-11=391/462, 5-11=01355.
9-11=-4211485, 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; 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 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 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 nonwncurent 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 at joint(s)10.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 168 lb uplift at
joint 2, 1381b uplift at joint 8 and 402 lb 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
Ge9'NmM¢16yma,n'Litltf mi0l-i111Rl4rallmgt(YnA[%(61MRr]';l[u4Y the lMYupp,aamdrtldrs¢o�InuLW 6e,e91m.'mM11M,.IwY 411W 'hekn Otlm6n Mi MIDU.¢Y
41n,mnlb WYwlbm,m¢Ndd fir,milrsrplgx}e il/ullhpmbmutl gNPmm,m mpstl6ptlw,moncornpvlJVlkmMPibrq[i[yMu4,Altmb.¢bmt'YKpwap,¢.Mlyule„�w,lal
Anthony T. TonIbo 111, P.E.
w ¢,tlAm4 ftq WAq-LL,ep,mutlLL4.m m4Mi,msemgm¢LLbBgn,ym ermutlhtlf,mb: to bmbYmlctle WlM.bmP, JtlLLIlONmtrllmtlmimcSim�IXgmy -mBm mlhnq JmMh pY.4e
z80083
' LLraYaipne¢Wfmtv,¢m,em�m,lWrtlhim�^+dl"Ie.�ebWMrWe,m LMrt4uwnG,p4tYllr,Ilnlllnn:Nn:vlNretlriat Pltlf¢tlmryakmnWMneml.ns0.vps.,"v,Mpppnsllm4mm,ne¢,¢Mt
4451 St. Lurie Blvd.
3em,if,tl11.0tl'm4'mmM,e¢m,IFAin¢mtl,d Mrmia }[q�brOlpMAai4q¢ ,.s.l�,l4+maerwy wuemu..�mnw.msm,
�
Fort Pierre, R 34946
G ri 110701AA1Iedlmue�Amlor L.Ioml, II1PT. le uilom.dlAndemmem,uov Im4ii mb3beenArmMrnnel e,m6mrhemb
Pl1 1 P 1 P F IledUnsm-Aeew�er Llamle N, L[.
Job
Tnlss
OIY
PIY
RENARMORNINGSIDE
WRMSCMB3L15X10
COS
�TrussType
ROOF SPECIAL
1
1
AO118581
_
Job Reference o tional
A-1 Roof Trusses. Fort Pierre.
FL 34946. d esign@a1[mss.wm
Run: 8.210 s May 18 2018
Print: 8.210
s May
18 2018 MTek Industries,
Inc. Wed Aug 29 15:28:53 2018 Page 1
ID:Id_0OXyyT61Bi TXoljwHHzefvK-kns8o154NYugxs7JBuov9m70a8sukelytaz_EXyiyuB
1-0 5-34 12-103 19430 25114
1 544 7$13 &1-13 G714
6.00 Ill2 5x6 =
5 6
11
5x1o= 3.6110
4x4 =
9$13 1e-312 1"1,2 2i114
9-&13 9$15 0.1.6&]4
a414
Dead Load Dell. =1116 in
Plate Offsets (X Y}-
[4:0-2-8 0-3:M [5:0-1-12 0-0-141
[6:0-0-0
0-1-15].
[7:0-1-00-1-8]
110:0-2-12 0-3-01
r12:0-3-12,0-3-0]
LOADING(psf)
SPACING- 2-M
CSI.TH
FL.
in
(foe)
I/deg
L/d
PLATES GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC
0.60rt(LL)
0.09
8-9
>935
-360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.86rt(CT)
-0.25
12-15
>907
24➢
BCLL 0.0 '
Rep Stress Ina YES
WS
0.53rz(CT)
0.01
11
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 151 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP Nc.2'Except'
83: 2x4 SP Nc.3
WEBS 2x4 SP Nm3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5- -4 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or6-0-0 oc bracing.
WEBS
1 Row at midpt 10-12
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 Qt=length)
2=0-7-10, 11=0-2-12.
(lb) - Max Harz
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. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2.3=-1103/642. 34=7451367,
4-5=-87/309, 6-7=-1491282
BOTCHORD
2-12=-078t975, 10-11=-628/416,
5-10=-4471386
WEBS
3-12=-446/538, 4-12=0/368,
10-12=517/576, 4-10=6991616,
7-10=281/377
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
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
Fight 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 nonconcument with any other live
loads.
4)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 240-0 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 Ib uplift at joint 9.
7) This truss is designed for a creep factor of 1.50,
which is used to calwlate the Vert(CT) deflection per
ANSVfPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASES)
Standard
..ml.rvne..yl,u..m•nloum�IDOCrruulms�:lunAmanemm�o.(mrr;un�,�;ulrl.c rl:elearpmsmdudnu.ml:,:!ewr®n4(mide.lm.n.l.l,rtrtld,�la!nbs,m. wmm..:u andue!lao.ut
eldnmann:lflb,WbWm.Y�tld bllm!Itir`!FuW.slmqupnrim!!+nvlmrzPvmnvapxremPm!�la+!!'4aywlurybnlnnamnklm: trynluamemr,d'+1!,1. rlrespnnalunMyuums!md3Y
Antony T. Tombo 111, P.E.
dwdW rm$bmi a4Rrap:lb?dNr-.m emtcbddrx..6Wf9Wryn,.6Md dwlth v1.IMJlrfdp!,6WW,16prmddm XIWwIxndb l!ut"k.11, agcmnOd+WY.gdmb4mta ilf!d
:e0683
ftu',mte J4G,[-"..'W n.%Mw. nW;w. dm W194ei°n" L .W..'NeeI1maWm:tlmllLP,vY".SKI b!Y.,nR Mn,!Wb3![LLn! Dr TA.' L'&Meflnul Acfie�m':
I
4Lucie Blvd.
1ledu fihvinbdngedm."Ile rmnmv, @inn Sv.r4®!b R161fbllu4v ui+n SM. al.u! eandlq 0 coAbmnn dMilml.
�
Fort n Plerierrn, FL 34946
[.ppirll®IDIEAIIoe➢rvsles-AdEvvpLlomhv06PL1vpMadi..vllEnlemmm,ivvglmm,isplailEded.i%vml6e.nne.prniniwfi.m4�l lvddmsdr Ae�lv.rl,IemloAl,6[.-__ ..
Job
Truss Type
City
Pry
a
WRMSCMB3L75X70
�Truss
CAComer
Jack
8
1
�RENARMORNINGSIDE
A0118582
Job Reference (optional)Ir
A-1 lxoot I msses, Fort Pierce, FL 34946, design@albuss.mm Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 15:28:53 2018
LOADING(psf)
SPACING-
2' -0
CSL
DEFL.
in
(loc)
I/dell
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
0.00
7
>999
360
TCDL 7.0
Lumber DOL
1.25.
BC 0.03
Vert(CT)
0.00
7
>999
240
BCLL " 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
4
rue
me
BCDL 10.0
Code FSC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation u[de.
REACTIONS. (lb/size)
3 =
-3/Mechanical
2 =
166/0-7-10 (min. 0-1-8)
4 =
-16/Mechanical
Max Hoe
2 =
42(LC 12)
Max Uplift
3 =
-3(LC 1)
2 =
-70(LC 12)
4 =
-16(LC 1)
Max Grav
3 =
12(LC 8)
2 =
166(LC 1)
4 =
20(LC 8)
FORCES. (Ib)
Max. CompJMax. 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.OpsF, h=13ft;
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; 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 noncencument with any other live loads.
3) n 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 3 lb uplift at
joint 3, 70 lb uplift at joint 2 and 16 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
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
b9
PLATES GRIP
MT20 2441190
Weight: 6Ib FT=10%
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/lnthoy T. Twbo 111, P.E.
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180083
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I
44515L Wfie Blvd.
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Foit Piom,R. 34946
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Job
Truss
Truss Type
Qry
Ply
WRMSCMB3L15X10CJ3
Comer Jack
4bReterence(optienal_
[ENARMORNINGSIDE AO118583
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 15:28:54 2018
Plate Offsets (X,Y)-
(2:0-4-0 0-0-41
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(L-)
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
We
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Weight: 12 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS.
(lb/size)
3 =
60/Mechanical
2 =
20110-7-10 (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. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-sewnd 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 nonwncurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 43lb uplift at
joint 3, 72 Ib 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
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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Anthony T. TOm0111, P. bE.
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-180083
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I
4451 St Lu 61Vd.
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Fort Puce, FL 34946
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-
Job
Truss
Dry
Ply
WRMSCM0131-15X10
D01
�TrussType
HIP GIRDER
1
1
�RENARIVIORNINGSIDE
A0118584
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com
3x4 =
Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MiTek Industries, Ina Wed Aug 29 15:28:55
3.4 =
R
LOADING(psf)
SPACING-
2-"
CSI.
DEFL-
in
(loc)
Ildefl
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 Incr
NO
WB 0.16
HOR(CT)
0.03
5
We
n/a
BCDL 10.0
Code FBC2017rrP12014
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 -
TOP CHORD
24)-0 oc pudin (3-8-11 max.)
(Switched from sheeted: Spacing > 2-0-0).
BOTCHORD
Rigid ceiling directly applied or 5-10-9 oc bracing.
REACTIONS. (lb/size)
2 =
985/0-8-0 (min. 0-1-8)
5 =
985/0-841 (min. 0-1-8)
Max Horz
2 =
53(LC 7)
Max Uplift
2 =
-592(LC 5)
5 =
-592(LC 4)
Max Grav
2 =
985(LC 1)
5 =
985(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1667/1089,3-15=-1464/1016,
15-16=1464/1016, 4-16=146411016,
4-5=-1668/1090
BOT CHORD
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 pat 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 592lb uplift at
joint 2 and 592.Ito uplift atjoint 5.
7) Graphical pudin representation does not depict the
size or the orientation of the pudin 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
lb down and 144 lb up at 5-M, 58lb down and 86 It,
up at 7-0-0, and 58 lb down and 86 Ib up at 8-0-0,
and 108 lb down and 144 lb up at 10-0-0 on top chord
, and 188 Ito down and 202 lb up at 5-0-0, 47lb down
and 68lb up at 7-0-0, and 47lb down and 68 lb up at
8-", and 188 lb down and 2021b 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 (plf)
Vert 1-3=55, 3-0=55, 4-6=55, 9-12=20
Concentrated Loads (lb)
Vert: 3=-60(F) 4=60(F) 8=188(F) 7=188(F)
15=58(F) 16=-58(F) 17=39(F) 18=39(F)
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Mdiony T. Tom1YJ 111,. P.E.
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280083
'
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4rt Lurie Blvd.
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�
Fort Rem, FL 34946
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Job
Truss Type
Oty
Ply
WRMSCMB3L15X10
�Tmss
HJ2
DIAGONAL HIP GIRDER
2
1
�RENARIVIORNINGSIDE
A0118585
Job Reference (optional)
A-1 Roof Trusses. Fort Pierce.
FL 34946. d
esignQal Wss.cem Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 15:28:55 2018 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzefvKy9rvDR6Ku98XAAHiJJgNEB4S Wyjhcg?FLSSSJOyiyu6
-1-70-10 2-9-3
1-10.10 I 2-93
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(hoc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL)
0.01
4-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.14
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0 '
Rep Stress Ina
NO
WB 0.00
Horz(CT)
0.00
2
nla
me
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or2-93 be
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation aide.
REACTIONS. (lb/size)
3 =
45/Mechanical
2 =
242/0-10-7 (min. 0-1-8)
4 =
1811dechanical
Max Horz
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; VuIY-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 ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TP1 I. -
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.
5) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 2Ib uplift at
joint 3, 127 lb uplift at joint 2 and 151b uplift atjoint 4.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 75
Ib dawn and 591b up at 1-4-9, and 75 lb down and 59
lb up at 1-4-9 on top chord, and 24 lb down and 34 lb
up at 1-4-9, and 24 lb down and 34 lb 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
ANSIrl-PI 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 (plf)
Vert: 1-3=-54,4-5=-20
PLATES GRIP
MT20 2441190
Weight: 12 lb FT=10%
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Anthony T. Ter IILp.E.
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445P SL Lun Blvd.
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-—
Job
Truss
seTyPly
RENARMORNINGSIDEWRMSCMB31-15X10
A0118586
HJ5
[Dwiagonal Hip Girder
2 1
Job Reference (op0onag
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc- Wed Aug 29 15:28:56 2018 Page 1
ID:Id_OOXyyT61Bi_TXoliwHHzefvK-8MXHRn7yTGOoKrusl MmPddGL2px6iPa5Bemyiyu5
-1-,("a 3-9-9 74)-2
' 1 ,la I 3-9.9 ~ 3-2-9
a 3x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deg
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Ved(LL)
-0.02
7-10
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.21
Vert(CT)
-0.02
7-10
>999
240
BCLL 0.0
Rep Stress Iner
NO
WB 0.10
Hoa(CT)
0.00
5
n/a
We
BCDL 10.0
Code FBC20171TP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
crass bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
70/Mechanical
2 =
379/0-10-15 (min. 0-1-8)
5 =
178/Mechanical
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. (Ib)
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=165/346, 7-13=1651346,
7-14=165/346, 6-14=-165/346
WEBS
3.6=383/183
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.0psh h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60 -
2) This truss has been designed for a 10.0 psf bottom
chord live load 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-&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 57 lb uplift at
joint 4, 152lb uplift at joint 2 and 100 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 61 lb up at 1-4-9, 77 Ib down and 61 Ib
up at 14-9, and 32 lb down and 41 lb up at 4-2-8.
and 32 Ib down and 41 lb up at 4-2-8 on top chord,
and 63 Ib down and 35lb up at 1-4-9, 63 Ito down and
35 lb up at 1-4-9, and 14 lb down and 40 Ito up at
4-2-8, and 14 lb down and 40 Ito 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 (plf)
Vert: 1-4=54, 5-8=-20
Concentrated Loads (lb)
Vert: 14=-9(F=-4, B=-4)
PLATES GRIP
MT20 244/190
Weight: 311b FT=10%
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Anthony T. Tmb0111, P.E.
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:80083
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44515t. Lucie Blvd.
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m
Fort Pierce, FL 34946
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Job
Truss
Truss Type
Oty
Ply
MORNINGSIDE
WRMSCMB3L15X10J2
JACK -OPEN STRUCTURAL
9
118587
�RENAR
Job Reference (ootionall
- A-1 MOOT I MSSeS, ran Pierce, eL L1 b, 0eslgn(mai"ss.com
R=8.21Us May la LUId ennh B.11U S May 18 Zc1b MileK lnaeSmes, Inc. Wea AUg291b2a:bt,ZUla
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
(loc)
I/deft
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
-0.00
7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.04
Vert(CT)
-0.00
7
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
3
nla
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
GOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordancewith Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
17610-7-10 (min. 0-1-8)
4 =
14/Mechanical
3 =
33/Mechanical
Max Horz
2 =
63(LC 12)
Max Uplift
2 =
-60(LC 12)
3 =
-24(LC 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; 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 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 cc.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 601b uplift at
joint 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
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this.
component.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 9lb FT = 10%
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Anthony T. Tombo III, P.E.
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480083
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44515t. Lurie BNd.
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Fort pierce, FL 34946
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- --.-...�.�..
Job
Truss
Truss Type
oty Ply
MORNINGSIDE
WRMSGMB3L15X10
J5
Jack -Open
4 1
�RENAR
A0118588
4
Job Reference o tional
ry agn¢v, ve5i9.Lma, uuss.com Kun: o.ziu s may to zuia Ynm: mziu s may la zu18 muex mausmes, Inc. Wed Aug 2915:28:57 2018
E
3x4 =
5 0-0
LOADING(psf)
SPACING- 241-0
CSI.
DEFL. in (loc) Ildeff
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.49
Ved(LL) 0.11 4-7 >554
360
MT20 244/190
TCDL 7.0
Lumber DOL 125
BC 0.44
Vert(CT) 0.09 4-7 >650
240
BCLL 0.0 '
Rep Stress Ina YES
WB 0.00
Horz(CT) -0.00 3 n/a
n/a
BCDL 10.0
Code FBC2017/rPI2014
Matdx-MP
Weight: 18 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOA CHORD 2x4 SP No.2
mechanical connection
5 ) Providehil by others) ) of truss
BRACING-
to hearing plate capable of withstanding 81 lb uplift at
TOP CHORD
joint 3, 98 lb uplift atjoint 2 and 48 lb uplift at joint 4.
Structural wood sheathing directly applied or 5-0-0 oc
pudins.
BOT CHORD
LOAD CASE(S)
Rigid ceiling directly applied or 10-M ore 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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vu1t=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 nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
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• Fort Pierm, FL 34946
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Job n
Tmss
TlussType
Oty
Ply
WRMSCMB31-15X10TO1GE
COMMON
1
�RENARMCRNINGSIDE
1
A0118589
Job Reference o tional
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nun: a.zTu s may is zuiornnr. o.<m s may t a zu to mt
4x4 =
5
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL.
in
(loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.35
Vert(L)
0.05
13
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.40
Vert(CT)
-0.04
13
>999
240
BCLL 0.0
Rep Stress lncr
YES
WB 0.10
Horz(CT)
0.00
11
nla
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MR
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 or6-" oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
15 =
41810-3-8 (min. 0-1-8)
11 =
41810-3-8 (min. 0-1-8)
Max Horz
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. - All forces 250 (Ib) or less except
when shown.
WEBS
3-15=2001335, 7-11=2001335
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 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 psi 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 170lb uplift at
joint 15 and 170 lb 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
ANSIrFPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
mc. vveu nug<a Ta:<aar<utu
PLATES GRIP
MT20 2441190
Weight: 47 lb FT=10%
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Anthony T. TOmbo III, P.E.
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=80083
'
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tit. rude
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UopkomahbWbTm.
Fort Pierce, FL34944946
(o M®
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_— _
JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTL01 r t
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
Attach End Jack's
w/ (4) 16d Toe Nails @ TIC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TIC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
0
ti
ttach Corner Jack's
d (2) 16d Toe Nails
@ TIC & BC (Typ)
Attach Comer Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
0
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FortPierce, FL U94
6
FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
T/2d031010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORO
1'-3' MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TD RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES
24' D.C.
2X6 DIAGONAL BRACE SPACED 49'
OL. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - IOd COMMONS.
NAIL DIAGONAL BRACE TD
PURLIN WITH TWO 15d 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) -
\ lOd NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
ENO WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (331'
X 3') NAILS SPACED S' O.C.
- FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF Uld
(131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUS!
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
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 SIOE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
I TRUSS
RAL
TRUSS
STUB
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 STANDARD PIGGYBACK TRUSS I STDTL04 J
CONNECTION DETAIL
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
772-009-1010
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' OL.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) BA (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.
(PURLINS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
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JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409A010
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10d
2. WOOD SCREW= 4.5'WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL'A'.
S. 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.
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
TRUSS CRITERIA:
SECURE VALLEY TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
W/ ONE ROW OF 10d
WIND DESIGN PER ASCE 7-10: 170 MPH
NAILS 6' O.C.
MAX MEAN ROOF HEIGHT= 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD =50 PSF
ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24' O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
WS45 (1/4-X 4.5') WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
Antho.y T. Tnmlw 111, P.E.
80083
4451 St tune Blvd.
F&t Pierce; FL. 34946
FEBRUARY 5, 2018
TRUSSED VALLEY SET DETAIL
STDTL06
4
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
SECURI
W/(
VALLEYTRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
(NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10A
2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
'A'.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS-01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
P F 12
SEE DETAIL'A'
BELOW (TYP.)
BASETRUSSES
GABLE END, COMMON
TRUSS, OR GIRDER
VALLEY TRUSS TRUSS
(TYPICAL)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH MINIMUM 3112 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS Art
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 THE TRUSSES.
INTO EACH BASE TRUSS.
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• .. _. - .. _.--_. FartI St ; FL34946
JULY 17, 2017 1 1 V 1"" I `'L 1 "` 1llIL_ STDTL07
(HIGH WIND VELOCITY)
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
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 VF
SUPPORTING TRUSSES DIRECTLY UNrjm < VnLL�l . nUa=. mU.. e.
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'- 10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6112 PITCH NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6112 (MAXIMUM
12/12 PITCH)
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FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 "
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
V/10d NAILS, 6' O.C.
VERTICAL
STUO
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - O. OL. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12
Q VARIES TO COMMON 'TRUSS
3X4 =
v
* DIAGONAL BRACING )F'k L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF N2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4'-0'D.C.
E. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) IDd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/24D.
VERTICAL
2X6 SP OR SPF
STUDVBRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' D.C.
(2) IDd NAILS
INTO 2X62X6
SP OR
SPF @2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - IDd NAILS
PROVIDE 2X4 BLOCKING BETWEEN
THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAS. BRACE
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
30. IDd AND 16d NAILS ARE 0131'X31' AND 0131'X35- COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
1
(2) DIAGONAL
BRACES AT
1 1/3 POINTS
MAXIMUM STUD LENGTH
2X45P#31STUD
12'O.C.
36-10
5&11
6-6.11
11-1-13
2X4SP#3/STUD
i6'O.C.
3-3-10
4-9-12
66-11
9-10-15
2X4sP#3/STUD
24'O.C.
2-6-6
3-11-3
5-4-12
8-1-2
2X45P#2
12. O.C.
E-10.15
56.11
66-11
11-8-14
2X4 SP 1R
16'O.C.
36.11
4-9-12
66-11
1066
2X4 SP#2
24, O.C.
3-i-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 [IF DIAGONAL BRACE
WITH 10d NAILS 6' Q.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
SIM OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP N2.
ROOF
SHEATHING
1/5
(2) - 10d
NAILS
"TRUSSES @ 24' O.C.
2X6 DIAGONAL BRACE
SPACED 48' OL. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
(ION OF LOAD INCREASE: 1.60 1 CONNECTION OF BRACING IS BASED ON MWFRS.
s
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
WITH 2X BRACE ONLY
DOTES:
f—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
:5 IMPRACTICAL. T—BRACE / I —BRACE MUST COVER SP/. OF WEB LENGTH.
PHIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TC
;ONTIN000S LATERAL BRACED WEBS.
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
10d
6' O.C.
NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON
TWO—PLY TRUSSES NAIL TO BOTH PLIES)
STDTL09
BRACE
SIZE FOR ONE -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 1—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 NAILS
WEB %(
NAILS WEB
I -BRACE T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTL10
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 CHORD, 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 END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
USE METAL FRAMING '1
ANCHOR TO ATTACH
TO TOP CHORD
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRDNGBACK (DO NOT
ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
WEB WITH (3) - IOd SCAB WITH (3) - 10d
NAILS (11131' X 3') NAILS (0131' X 3). ATTACH TO VERTICAL
WEB WITH (3) - lad
NAILS (D331' X 3')
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131'X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0131'
X'3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - IDd
NAILS (0131' X 3')
TRUSS 2X6 4' - D' J WALL
STRONGBACK r (TYPICAL SPLICE) - I (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0216' OIA1
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - D' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
IOd 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 1 LATERAL TOE -NAIL DETAIL I STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772 409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45• WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER 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 THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
OIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
U
o
.135
93.5
85.6
74.2
72.6
63.4
J
N
.162
108.8
99.6
86.4
84.5
73.8
�i
.128
74.2
67.9
58.9
57.6
50.3
z
p
.131
75.9
69.5
60.3
59.0
51.1
J
N
.148
81.4
74.5
64.6
63.2
52.5
ri
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
FVT-
NEAR SIDE
VALUES SHOWN ARE CAPACITY PER TOE -NAIL SIDE VIEW
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS
EXAMPLE: NEAR SIDE
(3) - 16d NAILS (0162' OIA. X 35') WITH SPF SPECIES BOTTOM CHORD IVE NEAR SIDE
FOR LOAD DURATION INCREASE OF IAS: NEAR SIRE
3 (NAILS) X B45 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60"
45.00°
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 STDTL12
A-1 ROOF TRUSSES
4451 5T. LUCIE BLVD.
FORT PIERCE. FL 3494
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NOTES:
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
L7
.131
59
46
32
30
20
z
J
.135
60
48
33
30
20
(*1
.162
72
58
39
37
25
J
2
(,
.126
54
42
28
27
19
r
Z
Z
OJ
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
Lf7
J
N
Q
M
Z
.120
51
39
27
26
17
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
0
.148
57
44
31
28
20
17
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.
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 VINO DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 (ODL FOR VINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 150 (COL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO VINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN CRAVING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
*++ USE (3) TOE -NAILS ON 2X4 BEARING WALL
+*+ USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S
L
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
L
NAIL
NAIL
SIDE VIEW
END VIEW
FF,BRUARY 5, 2016
TYP 2x2 NAILER ATTACHMENT I STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
l.0 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
FO EXTERIOR FLAT GIRDER TRUSS
STDTL14
FA
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
.. TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT -
GIRDER
12
VARIES
(4) 12d
MAX 3011 (21-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
A Nosy T. Twn 111, D.E.
s M53
4451 6t, bx BIM,
fort PI., R 34946
�FEBRUARY 17 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
7724091010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 157 LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24•
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30•
2194
3291
2007
3011
1697
2546
173E
2608
32
48
36•
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42•
3169
4754
29DO
4350
2451
3677
2511
3767
44
66
48•
3657
5485
3346
5019
2829
4243
2898
4347
DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRACE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' CIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
1. L,(yPl
G �Z
• 10d NAILS NEAR SIDE
+ 10d NAILS FAR SIDE
BREAK
TRUSS CONFIGURATION
AND -BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
X' MIN �— 6' MIN
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 5' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTL16 �.
&I ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
TRUSS CRITERIA:
LOADING: 40-10-D-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 IOd COMMON WIRE NAILS (148' OIA. X 3') SPACED 6' O.C.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SCAB
(L) (2.0 x L)
24" MAX 24" MIN
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 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