HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
AI ORIClr°';t�ii�VM I 1 V}�\Y
TRUSS ENGINEERING'
BUILDER: RENAR
PROJECT: MORNINGSIDE
COUNTY. ST LUCIE
LOT/BLK/MODEL: LOT:115 / MODEL:CAYMAN 1560 / ELEV.B1/ GAR R
JOB#: 76597
MASTER#: WRMSCM1560B1L
j OPTIONS: 16X9 PORCH. NO VALLEYS.
i
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCM1560131L
Site Information:
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: 115 Model: CAYMAN_ 1560
Address: 320 PALM BREEZE DRIVE 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: FBC2017ITP12014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 42 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms. to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal # 'i
Truss Name
Date
1
A0209266
A01
2/21/19
13
A0209278
A13
2121/19
25
A0209290
CJ5
2/21/19
2
A0209267
A02
2121/19
14
A0209279
A14G
2121119
26
A0209291
CJ5A
2/21/19
3
A0209268
A03
2/21/19
15
A0209280
B01G
2121/19
27
A0209292
CJ5C
2/21/19
4
A0209269
A04
2121/19
16
A0209281
B02
2/21119
28
A0209293
CJ5L
2121119
5
A0209270
A05
2/21/19
17
A0209282
B03
2/21/19
29
A0209294
CJ6
2/21/19
6
A0209271
A06
2/21/19
18
IA0209283
B04G
2/21/19
30
A0209295
HJ7
2/21119
7
A0209272
A07
2121/19
19
IA0209284
B05
2/21/19
31
A0209296
HJ7A
2/21/19
8
A0209273
A08
2121119
20
A0209285
B06
2/21119
32
A0209297
HJ7L
2/21/19
9
A0209274
A09
2121/19
21
A0209286
CJ1
2/21/19
33
A0209298
J7
2121/19
10
A0209275
A10
2121/19
22
A0209287
CJ3
2/21/19
34
A0209299
J71.
2/21119
11
A0209276
All
2121/19
23
A0209288
g
2121/19
35
A0209300
RT
2/21/19
12 IA0209277
I Al2
2/21/19
24
A0209289 I
CJ3L
2121/19 J136
IA0209301
T06
2/21/19
is tuaa u,cwn u(e) iciuc, ticu i wvc ueen µups txi oy,vii ieK amusui s, =.under
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2021.
NOTE:Theseal on these drawings indicate acceptance of pmfessionalmginmring
responslbUirty solelyforthe truss components shown.
ale parameters pravldeo byP l Koot I msses, Lid.
The suitabilityand use of componentsforany padicularbuilding lathe responsibility of the building
designer, perANSIIrPI.1 Sec, 2.
The Truss Design Drawing(s)(TDD[s]) referenced haw: been prepared based on the construction
documents (also referred to at times as Structural Engineering Documentsl provided by the Building
Designer indicating the nature and rharacterofthe work.
The design criteria therein have been transferred to AnthonyTombo m PE by [All Roof Trusses orspecific
location]. These TDDs (also referred to at times m Structural Delegated
Engineering Dowmentsl are specialty structural component designs and maybe part of the pmject's
deferred orphased submittals. As a Truss Design Engineer(ie,specially
Engineei),the seal here and on the TDD represents an acceptance of professional engineering Anthony T.
responsibility forthe design of the single Truss depicted on the TDD only. The Building Designeris
responsible forand shall coordinate and review, the TDDs for
compatibility with thebwfltten engineering requ'sements. Please review all TDDs and all related notes.
4d3bb9d9999eZ0ab10bcdeBe
Page 1 of 2
�- A-1 ROOF
TRUSSES
AFLOROACORPORATION
RE: Job WRMSCM1560BlL
No.
Seal #
Truss Name
Date
37
A0209302
T06A
2121/19
38
A0209303
T06SGE
2/21119
39
A0209304
VM08
2/21/19
40
A0209305
VM10
2121/19
41
A0209306
VM12
2121/19
42
A0209307
VM14
2/21/19
43
STDL01
STD. DETAIL
2/21/19
44
STDL02
STD. DETAIL
2/21/19
45
STDL03
STD. DETAIL
2/21119
46
STOL04
STD. DETAIL
2121119
47
STDL05
STD. DETAIL
2/21/19
48
STDL06
STD. DETAIL
2121/19
49
STDL07
STD. DETAIL
2121/19
50
STDL08
STD. DETAIL
2121/19
51
STDL09
STD. DETAIL
2/21/19
52
STDL10
STD. DETAIL
2/21/19
53
STDL11
STD. DETAIL
2/21119
54 -
STDL12
STD. DETAIL
2121/19
55
STDL13
STD. DETAIL
2121/19
56
STDL14
STD. DETAIL
2121/19
57
STDL15
STD. DETAIL
2/21/19
58
STDL16
STD. DETAIL
2/21/19
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Page 2 of 2
o
russ
toss ype
ty y
A0209266
WRMSCM158081L
A01
Roo(Spedal
1 1
,lob Reference o tional
A-1 a001I msses, ton coerce, rL sasao, oesigntgaluuss.conn
k A-4-0 7-4-0
7x10 MT20HS-, 3><6 = 2x4'II
6.00 12 5x6 C
2.4 11 7 a
7x10 MT20HS-
22 21 1s 17 - 15
3.6 = 4.6 = &4 It 2x4 II 4x8 = 3x8 = 1.5x4 11 3.6
7-24-0 1IT II-2 17-44 19-1-� 24-0-0 30-10-12 38-0.0
7-4-0 7-21-9-5 5-2-10 6-6-12 7-1d
Dead Load Deli. =1/21n
Plate Offsets (X Y)--
r4:0-3-0,Edgel f6:0-3-00-3-01 r7:0-M
Ednel 110:0-8-0 0-2-e1 111:0-3-0 Edgel rl7:0-2-12 0-1-121
f19:0-5-8 0.3-81
120:0-3-80-2-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vart(LL)
0.53 18
>854
360
MT20
244I190
TCDL 10.0
Lumber OOL 1.25
BC 0.96
Vert(CT)
-1.0119-20
>452
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr YES
WB 1.00
Horz(CT)
0.58 13
We
n/a
BCDL 7.0
Code FBC20171TPI2014
Matrix -MS
Weight:2241b'
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2'ExcepY
T3: 2x4 SP M 30
BOTCHORD 2x4 SP No.2 `Except'
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3'Except'
W3: 2x4 SP No.2, W6:2x4 SP M 30
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-0-14 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at micipt 10-17
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149010-7-10 (min. 0-1-12)
13 =
149010-7-10 (min. 0-1-12)
Max Horz
2 =
-138(LC 10)
Max Uplift
2 =
-377(LC 12)
13 =
-430(LC 13)
Max Grav
2 =
1490(LC 1)
13 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
23=-2664/1666, 3-4=-4163/2474,
4-5=-4061/2489, 5-6=4033/2514,
7-8=-254/176, 6-8=564613203,
8-9=-5890/3353, 9-10=-5842/3342,
10-11 =-I 997/1402, 11-12=2105/1392,
12-13=-2688/1678, 6-7=-270/191
BOTCHORD
2-22=1303/2308. 19-20=-1752/3602,
9-19=-296/266, 16-17=-133812336,
15-16=1338/2336, 13-15=133812336
WEBS
3-22=1339/845, 20-22=-1523/2709,
WEBS
3-22=-1339/845, 20-22=-1523/2709,
6-19=1278/2608, 17-19=-1134/2387,
10-17=1262/578, 12-17=-619/549,
6-20=335/499, 3-20=-559/1368,
10-19=2209/4464
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
D01=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 377 Ito uplift at
joint and 430 lb uplift at joint 13.
8) Graphical pudin representation does not depict the
size or the orientation of the pudin along the top anti/or
bottom chord.
LOAD CASE(S)
Standard
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Anthony T. Tef1160III, P.E.
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a80083
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44515t. Lucie Blvd.
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fort Pierce,F. 34946
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Job
Truss
I russ ype
lyPly
A0200267
WRMSCM1560BIL
A02
Hip
1 1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design(o1BMSSMI1
6.00 12 US =
Pvb II
2.4 11 axis =
20 le 10 1O m
3x6 =
46 = 2x4 II 2x4 II 5.8 = 3.6 = 34
1.5x4 It
7-4-0 11-11-2 73-0 I 4-7-2 I -019-1-fi 2I 2-9-3--1388-8-0--20-0 6144
A-
Dead Load Deb. = 7116 in
Plate Offsets (X Y)—
t6:0-3-0 0-2-01 18:0-6-0 0-2-81
f15:0-2-8 0-2-01
117:0-2-0 0-3-8]
118:038 0-2-121
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.99
Vert(LL)
-0.41 17-18
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
- - BC
0.89
Vert(CT)
-0.81 17-18
>562
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.80
Horz(CT)
0.48 11
n1a
n/a
BCDL 7.0
Code FBC2017/1-PI2014
Matdx-MS
Weighl:2211b FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP N0.2'Excepr
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3,W7,W6: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or4-7-15 oc bracing.
WEBS
1 Row at midpt 8-15, 10-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quids.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-12)
11 =
1490/0-7-10 (min.0-1-12)
Max Hoe
2 =
-139(LC 10)
Max Uplift
2 =
-378(LC 12)
11 =
-378(LC 13)
Max Grav
2 =
1490(LC 1)
11 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2664/1664, 3-4=-4164/2474,
4-5=AO62/2489, 5-6=-4171/2629,
6-7=-4081/2370, 7-8=-4045/2360,
8-9=-1836/1336,9-10=-1948/1312,
10-11=261211629
BOTCHORD
2-20=-1301/2307,5-18=-224/270,.
17-18=-145513218,14-15=-1266/2250,
13-14=-1266/2250,11-13=-1266/2250
WEBS
3-20=-13361841, 18-20=-151612704,
6-18=-746/926, 6-17=561/1302,
15-17=-130912960, 8-15=-2068/846,
10-15=718/630, 10-13=01300,
WEBS
3-20=1336/841, 18-20=-151612704,
6-18=-746/926, 6-17=561/1302,
15-17=-1309/2960, 8-15=20681846,
10-15=718/630, 10-13=0/300,
3-18=564/1371, 8-17=-1604/3565
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Ezp 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 farces & 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 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 378 Ib uplift at
joint 2 and 378 Ib uplift at joint 11.
LOAD CASE(S)
Standard
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Anthony T. Telnho In, P.E.
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4451 St. Lurie Blvd.
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Fort Pierce, FL 34946
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Truss
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WRMSCMI6l10BiL
A03
Hip
1 1
A02092fi8
Job Reference o fienal
n-, nurn cusses, ron rm,m, ra . ii4b, oeagn(,a a,wss.wm nun: 8.2W s May 18 2018 Prod 8.210 s May 18 2018 MTek Industries, Ina Thu Feb 21 14:44:46 2019 Page 1
ID:Id_0OXyyT61Bi_TXoliwHHzefvK-iOgijOWIMA-4?dXkimi5yODbaV4aNYtN1 hXIMZziurF
a 2pd-0
11-11-2 174W 1&1 29.10-12 3680 9d
-]-2 5-87
t4 156 86.12 &1d 1
1.2-10
6.00 12 5x10 % 5x6
20 19 75 14 - 12
4u6 = 2x4 II =
3z6 = 3x4 I I 3x6 = US
6.6 =
20-0 0
7-4-0 11-11-z 176 19.1 2a10-12 36P0
]be I 0-7-2 56-14 136 86.12 I 9-03
1-2-10
Dead Lead Defl. = 5116 in
0
v
4g
Plate Offsets (X Y)-
14:0-3-0 Edge] (7:0-M 0-1-81
112:0-3-0 0-2-01
116:0-2-8 0-3-01
(18'0-5-4 Edeel
LOADING(psf)
SPACING- 2-041
CSI.
DEFL.
in (too)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL. 1.25
TC
0.80
Vert(LL)
-0.33 15
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.91
Vert(CT)
-0.60 17-18
>765
240
SCLL 0.0
Rep Stress Incr YES
WS
0.97
Horz(CT)
0.40 10
n/a
n/a
BCDL 7.0
Code FBC20177TPI2014
Matrix -MS
Weight:2211b FT=10%
LUMBER -
TOP CHORD 2x4 SP 240OF 2.0E *Except'
T3: 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except'
B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W3: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
puriins.
BOTCHORD
Rigid ceiling direc0y applied or 4-2-6 oc bracing. Except:
10-0-0 oc bracing: 14-16
WEBS
1 Row at midpt 12-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149710-7-10 (min. 0-1-12)
10 =
149810-7-10 (min. 0-1-12)
Max Horz
2 =
-156(LC 10)
Max Uplift
2 =
367(LC 12)
10 =
-387(LC 13)
Max Gmv
2 =
1497(LC 1)
10 =
1498(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2674/1670, 34=4231/2526,
4-5=-4123/2541, 5-6=3329/1912,
6-7=-3331/1979, 7-8=3683/2093,
8-9=-3815/2064, 9-10=-2617/1630
BOTCHORD
2-20=-1306/2317, 5-18=-206/367,
17-18=-1998/3877, 16-17=-1221/2990,
10-12=1266/2256, 7-16=-042/1337
WEBS
3-20=-1354/854,18-20=-1524/2714,
5-17=8911794, 6-17=363/566,
WEBS
3-20=-13541854, 18-20=-1524/2714,
5-17=-891/794, 6-17=363/566,
6-16=-3417795, 9-16=-10311041,
9-12=-1088/759,12-16=-1453/2556,
3-18=-613/1427
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. It: Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load 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 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
7.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 387 lb uplift at
joint 2 and 387 lb uplift at joint 10.
LOAD CASE(S)
Standard
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Anthony T. Tombo 111, P.E.
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260083
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44515t. Lucie Blvd.
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�
Fort pierce, FL 34946
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Job
Truss
NssType
ly y
A0209269
WRMSCM156OBlL
A04
ROOFSPECIAL
3 1
+�
Job Reference (olAbonalft
A-1 Roof Trusses, Fort Pierce, FL 34946. design@altn ss.00m
1
7-2-1
12-11-12 19-0-0
25-0-0
31 9-15
35.0.0
-0-
7-2-7
59-11 fi41-4
6-0-0
5-9-11
7-2.1
6.00 12
5x6 =
Dead Laatl Deg. = 9/16 in
5
5x6 O
5x6
4
6
1.5x4
W
3
1.5x4 i
3
7
-
-
12
1
6xa =
B
14 13
11
0
1
v
1 2
3x8 MT20HS%
3x8 MT20
19 ro
0
3x4 3.00 12
3x4 - 1.5g45114 I I
1 1.5x4 II
1.5x4 II
5x8
48
1.5x4 II
5x8 //
30-9-15
9-104
19U0
27-141 28-1-12 36
9-164
--1 &142
-31
&1�-0-62-a
6
Plate Offsets (X Y)-
I2'0-1-14 Edcel I4'0-3-0 0-3-0] f6'0-3-0 0-3-01 I8'0-4-7,Edoe1
I8.0-40 0-0-121 f8'0-2-1 Edoel
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc) I/deft
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
0.5512-14 >826
360
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.84
Vert(CT)
-1.0412-14 >437
240
MT20HS
1871143
BCLL 0.0 •
Rep Stress Incr
YES
WB 0.91
Horz(CT)
0.65 8 We
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 200 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W6,W5:2x4 SP No.2
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 4-6-12 oc bmcing.
Except:
4-7-0 oc bracing: 8-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min.0-1-11)
8 =
1490/0-7-10 (min.0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-399(LC 12)
8 =
-399(LC 13)
Max Grav
2 =
1490(LC 1)
8 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-4697/2907, 3-4=-4307/2635,
4-5=-3134/1852, 5-6=-3134/1852,
6-7=-4321/2660, 7-8=-4676/2926
BOTCHORD
2-14=2490/4232, 13-14=-1906/3619,
12-13=-190213644, 11-12=1905/3647,
10-11=191613622, 8-10=-2507/4245
WEBS
5-12=-1338/2394, 6-12=-864/801,
6-10=285/576, 7-10=352/445,
WEBS
5-12=1338/2394, 6-12=-864/801,
6-10=285/576, 7-10=-352/445,
4-12=-861/196, 4-14=-280/568,
3-14=356/464
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) ¢ This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSVTPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 399 lb uplift at
joint 2 and 399 lb uplift at joint 8.
LOAD CASE(S)
Standard
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3494
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o
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WRMSCMiSgOBiL
A05
SCISSORS
A0209270
4 1
Job Reference otional
• 1-4-0
1.5x4
6.00 12 5x6 =
5x8 9
Sx8 1
6
12
6x8 =
14 13 11 10
US MT20HS� 3x8 MT20HS;
3x4 � 3.00 12 3x4 c
Feb 2114'" 482019 Pagel
pJyTJoOrTFgU?OSRSziurD
Dead Load Dell. = 9116 In
1.5x4
7
N
+ a
89 0
4.8
4x8 =
9-8-74 19-0-0 2832 38-0-0
9-8-14 932 9-3 32 9-8-14
Plate Offsets (X Y)-
12:0-1-14 Edcel 14:0-3-12 0-3-01
16:0-3-12
0-3-01
L&0-1-14
Edeel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/defl
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.71
Vert(L-)
0.58 12-14
>789
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.83
Vert(CT)
-1.08 12-14
>420
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.92
Horz(CT)
0.69 8
We
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
Weight:180lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or4-5-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1490/0-7-10 (min. 0-1-11)
8 = 149010-7-10 (min. 0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
-399(LC 12)
8 =
-399(LC 13)
Max Grav
2 =
1490(LC 1)
8 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-4730/2950, 3-4=-4291/2612,
4-5=-3137/1854, 5-6=-3137/1854,
6-7=-4291/2626, 7-8=-4730/2972
BOT CHORD
2-14=2537/4265, 13-14=191613626,
12-13=1912/3651, 11-12=191713651,
10-11=-1921/3626, 8-10=-2560/4265
WEBS
5-12=-135012406, 6-12=-867/806,
6-10=-239/565, 7-10=-386/506,
4-12=-867/807,4-14=241/565,
3-14=-386/508
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C E tedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20. plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 399 to uplift at
joint 2 and 399 lb uplift at joint 8.
LOAD CASE(S)
Standard
ebWmssen.,lain+e.mulvnnaon�s¢iumlul[;emcm[maefMm'Ie�ra:urPo-2lrh5vPl•mw,reasen.bnwDv�®,mGIrt1°mm�.mril�enl,n ,n�usv.,,. mM,um.bveyrzareuaY
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Anthony T. Tom6o 111, P.E.
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260083
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44515C WCI26vd.
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Fort Pierce, Ft 34946
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VIl1 / r r
Job
TruSF
russ ype
ty ply
A0209271
WRMSCM1560BIL
A06
ROOF SPECIAL
1 1
Job Refoptional) tional
A-1 Roof Trusses, Fort Pierce, FL 34945, deslgnigatw3s Wrn
6.00 12 Sx6 =
Dead Load Deft. = 7/16 in
34 i
5x6 i
5x6 1
5
7
4 W4
3x4 i
6
1Sx4 i
13
6x8 =
8
w
12
71
5
d
e'/ 1 2
91
3
'48x8 %
3.00 12
3x8 MT20HSx
2 910�4
3x4
16
15
3xfi =
6x6 = 2.4 11
48
7-8-4
11-10-12 19-0-0
28-1-9
1
380-0
7�i4
1
4-0-8 ~ 7-1_
9-1-9
AN
Plate Offsets (X Y)—
17:0-3-0 OJ-Ol 19:0-1-14 Edge], rl4:0-5-8
0-4-81
LOADING (psi)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/defl
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
0.49 11-13
>924
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.98
Vert(CT)
-0.9611-13
>474
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.89
Horz(CT)
0.57 9
We
n/a
BCDL 7.0
Code FBC2017fFPI2014
Matrix-MSH
Weight: 1931b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30'Except'
B1,B3:2x4 SP No.2, 92: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-4 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 4-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-12)
9 =
1490/0-7-10 (min. 0-1-11)
Max Horz
2 =
166(LC 11) -
Max Uplift
2 =
-400(LC 12)
9 =
400(LC 13)
Max Gmv
2 =
1490(1-C 1)
9 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2649/1686, 3-4=-4340/2667,
4-5=-3153/1816, 5-6=305211841,
6-7=-3136/1856, 7-8=4315/2672,
8-9=-4678/2898
BOT CHORD
2-16=1316/2291, 4-14=-233/447,
13-14=-2135/3999, 12-13=-189713634,
11-12=-1901/3609, 9-11=-2479/4215
WEBS
3-16=-1451/920,4-13=-1175/1004,
6-13=-1286/2346, 7-13=-8537776,
WEBS
3-16=1451/920, 4-13=-1175/1004,
6-13=12862346, 7-13=-853/776,
7-11=315/579, 8-11=-337/439,
14-16=-156612749, 3-14=-720/1562
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 lost 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) 9 Considers parallel to grain value
using ANSlfrPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate Capable of withstanding 400 lb uplift at
joint 2 and 400 lb uplift at joint 9.
LOAD CASE(S)
Standard
ev,Arc,=:.emddramrm7amr�(sotataraummrraummmlaurmrlPm7tn•ba irgmc,,ova:eoamAea:,oatrmb�m,.hftccmdmom�ltwaadrmv�mnnv mi„c .tlsedme<mr, y
areto¢!vtw*A�NeWbbTNmMrtGtbeMup¢p Feyexpa.StiW69tlWnorNBnpom�mvrytasdhRAn�K»mr9�r9ner&hhrEsg:dhvgeL:ubAdoAeiWelfdrPtMHpcv,§+us6Sslmelew,cudb.'r
Anthony T. TpII1ho III, P.E.
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3gL
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44515t. LucieBlvd.
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Fog Pierce,R. U946
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Job
Truss
was ype
ry y
a
WRMSCMIA0131L
A07
ROOF SPECIAL
1 1
A0209272
Job Reference o tional
_ ••-•_-_. ••==ro^tee •.,,.y...,^ nun: a,u s may la 2uaa root: n.zlu s maY 1a 2a1a Mu ex InoustneS, Inc. I nu reb 21 14:44:49 2019 Pagel
ID:Id_OOXyyT61Bi_TXo1jwH HzefvK-6zVrM RYAf5Mfs5GJNuFoaOr7Jj49axspjFlOzuziurC
19.9-7
1d - T&4 11-10-12 18-2-9 1 25-(W 30-512 38-0-0 94
-0- ]Ed 63-13 90-.9. 52-70 SS11 7E-0 -4
6.00 12 5 8 7 Dead Load per. = 7/16 in
3.6 4
5x6 -
5
4 W4
3x4
3
W2
I 3
1 2 <p8x8
3.00 12
16 15
Us 6x6= 2x411
5x6
7
6 1.Sx4 4
8
13 4
5.8 = g
12 17 5
3x8 MT2011S_ 2 91 T v
3x4 =
4x8
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
L/d
PLATES
GRIP
. TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert
0.49 11-13
>924
360
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.98
Vert(CT)
-0.96 11-13
>474
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr
YES
WS 0.89
Horz(CT)
0.57 9
We
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 1931b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30'Except'
B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3'Except'
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-4-4 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 4-13
MiTek recommends that Stabilizers, and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149010-7-10 (min. 0-1-12)
9 =
1490/0-7-10 (min. 0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-400(LC 12)
9 =
-400(LC 13)
Max Gmv
2 =
1490(LC 1)
9 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2649/1686, 3-4=4340/2667,
4-5=-3153/1816, 5-6=3052/1841,
6-7=-3136/1856, 7-8=-4315/2672,
8-9=4678/2898
BOTCHORD
2-16=-131612291, 4-14=-233/447,
13-14=-2135/3999, 12-13=-1897/3634,
11-12=-1901/3609, 9-11=2479/4215
WEBS
3-16=14511920, 4-13=-1175/1004,
7-13=8537776, 7-11=315/579,
WEBS
3-16=1451/920, 4-13=-1175/1004,
7-13=-853f776, 7-11=315/579,
8-11=337/439, 14-16=-156612749,
3-14=-720/1562, 6-13=-128612346
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF, h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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) 9 considers parallel to grain value
using ANSVTPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 400 lb uplift at
joint 2 and 400 lb uplift at joint 9.
LOAD CASE(S)
Standard
avo<•r�MVLmgYlmbrm'414pffi1fRrLlFrtrMi41N4eCG0[YSI4IARCI4'j WRAlfll'im fatllhgpWmml�quwmslmsMvp4wyllW`,dmlMgticb4rElEvva2ENxam 80s;�alu GV nYIDl.m'I
LidmvMlaY;il3bmtmmnOnbuLLA�atm;Repfi�.ea.ym¢Lpu9am WuglnrtRum;n;mzeOmRtlrs;mdymM1ln4m4yVbmk�gatlmsb$etnutA+YtnLeOUII, tlnAL lYlapma'v^ua Ydgmlentu.N'�1 Anthony T. Tomb017I, P.E.
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mlaYgtnpetlrm�M. NebslRabRM olmlmm;apitlmtlNkley (myasW�gfl:om rNMfpNclSWuudvsOhlmelprdsu 1FF16Au;Euq,m90:e�eEla�[kLu;O�YRe,imvhsR6pecmlfnuVSNwu,eku 4451 St. Lude Blvd.
MmvNwl plafa4NalntlrvYnCyb®Iad;YNrei 4eivssquP[gYmLi0lmltlYglalv,ulnu Snxa tapeu4ol4Liy NgC1¢Jtrmazn14da141.
�(YppailW®IDIdAlloaf8ams-AelYneyLiamEYin,pt tepmdoaioa onlhdommem,aaoptoim,isprah3ihdxiid:mlhe annex peimissiwhom A -I rodGnuo-Au6vvllJa®to IO,PL FOR Pierce,R 34946
O
russ
mss Type
City
A02092]3
WRMSCM1560BIL
A08
ROOF SPECIAL
1 1
Job Reference-o 'oral
A-1 Roof Tmsses, Fort Pierce, FL 34946, design@al9ose.cmm
3x4 i
2
5xi0 MT20HS=
6.00 12
US
4z6 ! Y 5x6
5 7
4 W4
_- 6
13
6.8
=
12
it
D18x8 % 3x8 MT20HS=
3.00 F12 3x4
16 15
US = 6x6 = 2x4 It
1.5x4 i
8
' 7761410812 I 7-0 8-1 30
1_4 9-99 -7
4x8
Dead Load Deft. = 7116 in
Plate Offsets KY)-
17:0-3-0 0-3-01 19:0-1-14 Edgel r14'0-5-8
0-4-81
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.69
Vert(L-)
0.49 11-13
>927
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25.
BC
d.98
Vert(CT)
-0.9611-13
>475
240
MT20HS
1871143
BCLL 0.0
Rep Stress Ina YES
WB
0.88
Horz(CT)
0.57 9
We
n/a
BCDL 7.0
Code FBC2017frP12014
Matrix-MSH
Weight:192lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP M 30
SOT CHORD 2x4 SP M 30 `Except`
81,B3: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 `Except`
W3: 2x4 SP No.2
WEDGE
Right:. 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-7-6 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 4-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
149010-7-10 (min. 0-1-12)
9 =
149010-7-10 (min.0-1-11)
Max Horz
2 =
165(LC 11)
Max Uplift
2 =
-400(LC 12)
9 =
-400(LC 13)
Max Grav
2 =
1490(LC 1)
9 =
1490(LC 1)
FORCES. (D)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2650/1686, 3-4=-4338/2665,
4-5=-3189/1838, M- 3086/1861,
6-7=-3169/1875, 7-8=-4315/2672,
8-9=-4678/2898
BOT CHORD
2-16=-131712292, 4-14=235/450,
13-14=2129/3991, 12-13=-1897/3635,
11 -1 2=-1 900/3610, 9-11=-2479/4215
WEBS
3-16=1452/921, 4-13=-1132/969,
7-13=818/745, 7-11=-316/579,
WEBS
3-16=1452/921, 4-13=1132/969,
7-13=818/745, 7-11=-316/579,
8-11=337/439, 14-16=-1567/2751,
3-14=717/1558, 6-13=-1269/2320
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 9 considers parallel to grain value
using ANSI/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 400lb uplift at
joint 2 and 400 lb uplift at joint 9.
LOAD CASE(S)
Standard
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(/_�\ Wetmam,fAm3Aeewelmdnp®YNIL Iulmi kt9afr¢ttp..l{x'ItQf butlaarlABnitm2ce.vpanCMptlec9u]ee(sml,IrtyedOgdmk�pYmSYjerwtytltlahl[-0Wr.tla10.1. biMpmwpYm.Y'varWEa6m4Y69
pnlhonY T. Tmbo 711, P.E.
J \ dmYka GrsbmlYlr:nmrtgwYtMtldOne.dOmtf,�vd,NeNbYu34eks.ORmsEtlmYf.MCoiOehmdYrrMemPA 160P�NdmIBBmlardlwrd6,riots&�LaQ#sap.YN'drnChaq dflhdnK+ E
38008390083
\\ dwYgeegmmremm. wmesvnw.amoadla�swlpnYmsammugk.Pmnstrrytlnca;mpPeaegtnaaumrtu®f6ym..i
44518E Lucie Blvd.
(/U■ dsska=se.a,wwueametmxsYmumdapa.tm.mgtigxamtmremnwa,a�ru
wopa etnn.tlivaheummemmwns.�myhYlwm+aamE>biro:dytgm,klotduaapomgm,mNmsluaelswarpkslq Adwnmtrdetrn.
Fort Pierre,R 34946
� doppipht®1d76Ai loeRiesses-Av11ve1LiomAalli, PE Aepmdeaioadtlisdommem,iomgtYim.isproA0ihl wAdemtdevrimepermisdmhmA-I IY97nsses-AmEwrr.iamlol4PE
a
toss
russ ype
ty y
WRMSCM1580a1L
A09
ROOF SPECIAL
A0209274
1 1
Job Reference o Bon al
^ ••.w•_____. ��.�•_�_. �� ......
nun: a.zlua may I 2g1a enm:a.zlu s may lb tun a mn exinausrnes, Inc. I nu heb2114:44:512019 Pagel
ID:ld OOXyyT61Bi TXoljwHHzefvK-2Mdbm7ZQAicN60QNJIGfRxShWoi2gy6AzEW2mziurA
• ♦
1-0 ]6-0
11-10.12 14-0-1 16-8-1
19-0-0 21-3-15 23-7-15 54) 30.5-12
36-0-0 94
1L 7-6-4
4-0-9 2-SS 2-4-0
2-3-15 2-3-15 24-0 1-4- 5'
7fi-0 1
6.00 12 5x6=
1.5z4 II
85x6 //
Dead Load DeFl.=7/161n
2z4 II
5 7
3x6
1.5x4 II
49 3x8 MT20HSC
4 5
5
3z44
4
10 3z41
3
11
17Z
4
W2
5x8= W9 0
1615 5
r
0
2
3 rv5x8 =
3x8 MT20HS� 14
c 1
3.00 12
3x8 1.5x4 II
12fm
20
19
3x6=
6x6=
2.411
48=
19-1-12
7EA
11-10.12 18-104
19A 25 1 2&1-9 305-12
3
7d4
6.11.3
61! 2 S-- 3-1-8 I 2-0-3 I
78b0
-
a1-12
Plate Offsets (X )I z
(6:0-3-0 0-2-01 t12:0-1-14 Edgel
118:0-2-4 0-3-0T
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in (too) I/deft L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.78
Vert(L-) 0.48 15-17 >954 360
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.85
Vert(CT) -0.89 17-18 >510 240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.92
Horz(CT) 0.58 12 n/a n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 2061b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 `Except`
T5: 2x4 SP M 30
BOTCHORD 2x4 SP N0.2 `Except`
B2: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP Na.3 `Except*
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-8-3 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 1490/0-7-10 (min. 0-1-12)
12 = 1490/0-7-10 (min.0-1-11)
Max Horz
2 =-147(LC 10)
Max Uplift
2 =-385(LC 12)
12 =-385(LC 13)
Max Grav
2 = 1490(LC 1)
12 = 1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2654/1667, 3-4=-4166/2503,
4-5=-4070/2517, 5-6=4201/2689,
B-9=-4021/2572, 9-10=-3955/2402,
10-11=402512384, 11-12=-0653/2817,
6-7=-3504/2089, 7-8=-3504/2089
BOTCHORD
2-20=-130012296, 5-18=-255/308,
17-18=136413105, 16-17=-1344/3096,
15-16=1 351/3077,14-15=2410/4199,
12-14=2404/4184
WEBS
3-20=-1392/875, 6-17=-369/956,
WEBS
3-20=1392/875, 6-17=-369/956,
8-17=-394/975, 8-15=791/940,
18-20=1532/2726, 3-18=592/1398,
6-18=879/1048, 9-15=-310/348,
11-15=-572/571
NOTES-
1) Unbalanced roof live loads have been considered
for this design. -
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
CaL 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL= .60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) `This truss has beendesigned for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 12 considers parallel to grain
value using ANSI/TPI 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 385 Ito uplift at
joint 2 and 385 Ib uplift at joint 12.
LOAD CASE(S)
Standard
rnmlr nnnehmmm•ulmrmm�(tuiatsmiunlyirruemdamtmCxralw€sa;un•m.lnrmsrlmmun,dm.ss.eat.,,rm$+mv.ellararm+mnl»ult!mwaxxt.n. ¢amvm+moa.mmru;
i
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Anthony T. Tembo ffl, P.E.
I dma6r lmsbgkngnmrtsW�9�1r4pnn.mOm/rrlmetlgetuml:Irg4nlP.rmnnvamm.mummYdkrAu4aipu.mymtlamm9dwabneemimxtm0pteagmq:,:MsntlkugfL�€hb,Wmashd
+80083
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44515LLucle Blvd.
• rmmuldvtlh.Gkmeyetlgenx,mph2lpmxmdret lklnuk:�9[q'aseramtllyri�x,r,inulrme6l:mImlW4q Ney3:mlAmvamNbtlenVL
Fort Ne¢e,R. 34946
(vppipM®IDdd AA IvelLvsses-Amlavpf.lvmEolO, P.E lepmdvauvvftlndvmmem,ivvrylvrm.ispmELAedrAhvmMv.nlleepumissiwhvmA-I9volirvvsesAVlhvvrLtomlvlll,Pi
Job
Truss
cuss ype
y
A0208275
WRMSCM1560BIL
A10
Hip
t t
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com
Run: 8210 s May 18 2018 Print 8210 s Mayy 18 2018 MTek Industries. Inc. Thu Feb 21 14:44:53 2019 Pagel
ID:ld_OOXyyT61Bi TXe1jwHHzefvK-?IILBpbhiKs5Lia4ckKkksOoMKUeWnmPeHjd6fziur8
14-8-1 -
139 11410.143-15 24133115 2-0-0 28-7-8 I 31-7-1 38-0-0 3-03-01-9739 2 052-00 5 2-11-9 2 -0
fi-0-15 t-0-0
5x6 1k
6.00 12
1.5x4 11
6
7
4x6 i
4x6 i
w
3x4G4
3
16
- - '�_
6x8=
3x4
2
y 1
3
Us
3.00 12
20
19
3x6 = 4x6 =
2x4 II
7-3-9
11-10-12
14-8-1 19-0-0
5x6 ll
8
4 5x6
9
1.5x4 II
8 10
15 14
4x6
3x4
13
3x4 c
23315 25-M i 31-7-1 i 38-0-0
4x8
Dead Load Defl. =12 in
7-3-9 1 1
4-7-2 2-9-5 1
4-3-15
2-40
5-11-2
6-4-15
Plate Offsets (X Y)-
(4:0-3-0 Edoel r9:0-3-00-3-01
r11:0-1-14 Edoel r18:0-5-4 Edcel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
Well
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(L-)
0.55
16
>833
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.88
Vert(CT)
-1.00
16
>456
240
BCLL 0.0 '
Rep Stress Incr YES
WS 0.71
Horz(CT)
0.65
11
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
Weight:2041b
FT=10%
LUMBER -
TOP CHORD 2x4 SP N0.2'ExcepY
T5: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 be
purling.
BOTCHORD
Rigid ceiling directly applied or 4-3-9 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149010-7-10 (min.
0-1-12)
11 =
149010-7-10 (min.
0-1-11)
Max Horz
2 =
131(LC
11)
Max Uplift
2 =
-371 (LC
12)
11 =
--371(LC
13)
Max Grav
2 =
1490(LC
1)
11 =
1490(LC
1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2665/1655, 3-4=4181/2469,
4-5=-4100/2484, 5-0=-3710/2216,
6-7=-4766/2733, 7-8=-4766/2733,
8-9=-3779/2189, 9-10=-4540/2885,
10-11=-4655/2767
BOT CHORD
2-20=1294/2309, 5-18=-255/358,
17-18=1908/3789, 16-17=-154413374,
15-16=1646/3393, 14-15=-155413380,
13-14= 2207/4036, 11-13=-2366/4181
WEBS
3-20=13371843, 18-20=-15132695,
WEBS
3-20=-1337/843, 18-20=-1513/2695„
7-16=-272/221, 3-18=565/1383,
6-17=-341/470, 8-14=-261/451,
6-16=862/1780, 8-16=-852/1755,
9-14=621/635, 9-13=-247/303,
5-17=525/468
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=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
policing.
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) 11 considers parallel to grain
value using ANSI/TPl 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 371 lb uplift at
joint 2 and 371 lb uplift at joint 11.
LOAD CASE(S)
Standard
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AnitlOnY T. P.E.
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800Ib0II1,
.'80083
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4451 St: Lucie Blvd.
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Fart Pierce, FL 34946
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i
Truss
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ly
WRMSCM7S50BiL
A11
Hip
A0209276
7 1
Job Reference (optional)
rtum m.� ID ld_OOX yT61BI TXc
IO:Id_OOXyyT618i_TXr
1 17-0-9 t 21-5J 25.4-0
4-0-9 44-9 3.10-13
6x6 4
4x8 = 2x4 II 5.8 =
Dead Load Defl. = 7116 in
3x6 =
1.5x4 11 3.6 = 3.4 = 6.8 = 2x4 11 48
72-8-0 77' 21-5-3 2T 31-5-7 38-0-0
6-7-4 6-0-72 4-4-9 l 4�-9 1 3-10-13 I 6-1-2 6-6.t1
Plate Offsets (X Y)—
r4:0-1-12 0-1-121 r5:0-3-8 0-2-01 17'0-6-0
0-2-81 (9'0-1-14 Edcel
r14:0-3-4 0-3-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL) 0.55
14
>823
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -1.01
14
>452
240
MT20HS
187/143
BCLL 0.0
Rep Stress lncr YES
WB 0.86
Horz(CT) 0.58
9
n/a
n/a
BCDL 7.0
Code FBC2017fTP12014
Matrix -MS
Weight: 215 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 *Except'
T2:2x4 SP No.2
BOTCHORD 2x4 SP M 30'Except-
131,B2: 2x4 SP No.2, B3: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W6,W5:2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 5-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1486/0-7-10 (min.0-1-12)
9 =
148610-7-10 (min.0-1-11)
Max Horz
2 =
114(LC 11)
Max Uplift
2 =
-353(LC 12)
9 =1
-353(LC 13)
Max Grav
2 =
1486(LC 1)
9 =
1486(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2707/1667, 34=-2174/1417,
4-5=-2078/1470, 5-6=5401/3107,
6-7=-5423/3114, 7-8=4051/2320,
8-9=-4688/2791
BOTCHORD
2-19=-132412358, 18-19=-1324/2358,
17-18=-1324/2358. 16-17=897/1868,
13-14=-1766/3661, 12-13=2406/4245,
11-12=-2410/4226, 9-11 =2397/421 9
WEBS
3-17=568/504, 4-17=193/375,
WEBS
3-17=-568/504, 4-17=1931375,
7-14=-110412163, 7-13=-189/380,
8-13=-583/620, 5-16=-2175/1164,
14-16=1375/2799, 5-14=-188313819,
4-16=219/483
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=.160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 9 considers parallel to grain value
using ANSI/TPI 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 353 Ib uplift at
joint 2 and 353 lb uplift at joint 9.
LOAD CASE(S)
Standard
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Anthony T. Tombo 111, P.E.
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T89083
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44615r. Lucie
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Fort Pierce, FL 34946
3494
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oTruss
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A0209277
WRMSCM15fi0B1L
Al2
Hip
1 1 e
Job Reference o tional
A-1 Roof Trusses. FartPierce, FL 34946, design@at W ss.WM
nun: d.nu
5x10
5x10= 3x411
704 M1-20HS=
Dead Load DeB. = 5/8 in
3,6 =
314 = 3x6 — 6x8 = 2x4 11 4x8
18-2-9 2153 27-0-0 38-0-0
11-n-n 7-2-9 3-2-10 5.6-i3 11-0-0
Plate Offsets(XY)—
T2:0-2-120-1-8115:0-3-80-2-81 f7:0-6-00-1-81
f9:0-1-14Edoel
it 1:030Edoel 112:0-0-00-3-81114:0-1-120-2-81
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defi
LJd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.97
Vert(L-)
0.78
12
>584
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.82
Vert(CT)
-1.42
13
>321
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB
0.92
Horz(CT)
0.75
9
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
Weight: 2021b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 `Except-
T2: 2x4 SP 2400F 2.0E
BOT CHORD 2x4 SP M 30 `Except`
B3: 2x4 SP 2400F 2.OE, B2: 2x4 SP No.2
WEBS 2x4 SP No.3 `Except-
WS,W6: 2x4 SP M 30
W4: 2x4 SP 2400F 2.0E
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 4-6-8 cc bracing.
WEBS
1 Row at midpt 5-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1486/0-7-10 (min. 0-1-12)
9 =
1486/0-7-10 (min. 0-1-11)
Max Horz
2 =
-101(LC 10)
Max Uplift
2 =
-337(LC 12)
9 =
-337(LC 13)
Max Grav
2 =
1486(LC 1)
9 =
1486(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=2680/1699, 3-4=-2320/1458,
4-5=-2438/1649, 5-6=8063/4506,
6-7=-8265/4633, 7-8=4248/2403,
8-9=-4721/2886
BOTCHORD
2-16=-1364/2363, 15-16=-981/2013,
14-15=-981/2013, 11-12=-1904/3870,
9-11=2492/4264
WEBS
3-16=404/444, 4-16=126/438,
WEBS
3-16=404/444, 4-16=-126/438,
5-12=3209/6316, 7-12=-2486/4674,
7-11=-77/369, 8-11=398/571,
5-14=3350/1837, 12-14=198813869,
4-14=345/648
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are 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 =
7.Opsf.
7) Bearing at joint(s) 9 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 337 lb uplift at
joint 2 and 337 lb uplift at joint 9.
LOAD CASE(S)
Standard
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k6onY T. Tombo III, P.E.
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s80083
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44515L Lucie Blvd .
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Fort Pierce, FL 34946
�(oppirhl®101r41!¢¢Rnssrs-Amhaoyl.l¢m5¢IIIP.L@pmd¢di¢vd@isdommem, icaryb�m,ispr¢E3u¢lxilhomm¢mLmpeimissimhom4l p¢dLnuv-Aeihvoyl.IomEoill,ri
Job
Muss
I fuss ryw—po
y
WRMSCM15�081L
A13
Hip
A0209278
1 1
Job Reference o Nonal
A-1 Roof Trusses, Fort Pierce, FL 34946. deagn@altn ss.com Run: 8.210 a May 18 2018 Print: 8.210 a May 18 2018 Mmek Industries, Ina Thu Feb 21 14:44:55 2019 Page 1
940 ID:ld_OOXyyT61Bi—TXo ijwH HzefvK-x7t6cVdxEx6pa0kTk9MCpH58h8HK—hYiSbCkBYziur6
-1+0 aa15 t+0 4415 8 + 12J 15-5-0 19J
3]3+] if
szd I2-1 2a214 29A" I 33-0-0 38-00
92 1/2 �10 0.7-9
6z6
1.5z4 II 3x6 = 3z4 =
US C
3z4= sxIu= 20
3x6 = 414 = 2x4 II 3x6 II 3z6 = 1 5x4 II 3x6 =
Bx8 = 2x4 11 Us —
2x4 II
5.8 =
9 H 21- 3
19-0af Od-a 29A0 33a0 3841-0
4-0-1s i b3.8 ICI 6-s0 3-1a MY 4A0 500
0.7-9 1- 12
Plate Offsets (X Y)—
15:0-1-12,0-1-121 19:0-1-12 0-1-121 118:0-5-12
0-2-81
123:0-5-12
Edgel
LOADING(psf)
SPACING- 2-0-0
CS].
DEFL.
in (loc)
I/deft
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL)
0.13 15-16
>999
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.36
Vert(CT)
-0.11 21-22
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.75
Hoa(CT)
0.03 11
n/a
n/a
BCDL 7.0
Code FBC2017ITP12014
Matrix -MS
Weight: 2241b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 *Except'
B5,32: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-2-3 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
9-11-0 oc bracing: 22-23
10-0-0 oc bracing: 23-25
WEBS
1 Row at midpt 9-18
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
765/0-7-10 (min. 0-1-8)
16 =
1728/0-7-10 (min. 0-2-1)
11 =
512/0-7-10 (min. 0-1-8)
Max Horz
2 =
-84(LC 10)
Max Uplift
2 =
-203(LC 12)
16 =
-664(LC 9)
11 =
-328(LC 8)
Max Grav
2 =
776(LC 23)
16 =
1728(LC 1)
11 =
538(LC 24)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
23=-12417710, 3-4=1179/671,
4-5=-948/590, 5-6=509/344,
6-7=-509/344, 7-8=509/344,
8-9=-296/626, 9-10=349/696,
10-11=-686/1049
BOTCHORD
2-26=489/1070, 22-23=-355/1013,
21-22=2331858, 19-21=-625/645,
18-19=-5301808, 14-15=-8151565,
BOTCHORD
2-26=489/1070, 22-23=-355/1013,
21-22=-233/858, 19-21=-625/645,
18-19=-530/808, 14-15=-815/565,
13-14=-815/565, 11-13=-815/565,
4-23=136I258
WEBS
16-18=1572/1194, 8-18=-1123/774,
9-15=549/309,15-18=-197/339,
9-18=950/1096, 5-22=-1761405,
23-26=-441/946, 4-22=-313/239,
6-21=384/330,5-21=429/271,
8-21=742/1283, 10-15=-357/560
NOTES-
1) Unbalanced roof Jive loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch right
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) `This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 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 hearing plate capable of withstanding 203 lb uplift at
joint 2, 664 lb uplift at joint 16 and 328 lb uplift at joint
11.
LOAD CASE(S)
Standard
FVWMl m. rilurQa.ivvCJumm®.cj
Sr..S1,M[01Mtl1�SY�i'SeWI'Yrm IeC16,MM•,mll d' n..EMf
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Anthony T. Tombt1111, P.E.
ru,d0n Mrm.ik'O1lvmrtsPsm�%tlm Om,.m OVdrrbmtlg9.mlilmlms4'v.Vmmmndmm.4eComFdmYUMnkrwtfi3xnJimID9dwte'JmdmlmtRhi9tr'r4MµmxA6edtre4 ilANhmP�kd11d1
980383
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44515t. Lucie Blvd.
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�
Pod Pierce, P. 34946
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was
russ ype
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A0209279
ro
WRMSCMi560a1L
A14G
Hip Girder
Job Reference o Oonal
A4 Roof Trusses, Fort Pierce, FL 34946, Lesign(datbuss.mm
nun:
5x10 MT20HS=
6.00 12 5
3x4
1.5x4 II
5x6 =
1.5x4 i
11
Dead Load Deb. =1/81n
43 44 23 45
4fi 24
2 �tl A8
U,
27 26 25
1.Sx411 21 18 19 H9 50 51
16 1552 53 14
616 = 3x6 11
4x10
3x6 11
3x8 =
3xfi =
Sacs - 3x6 =
-
8x8 =
2x4 11
2x4 11
5x12 =
21A3
4-0-0 ]b0 3d6
11-11-1516-10.1
194-7 0-0- 263-12
�
26A-2 3:1g 384]-0
4-0-0 3-0-0 Itdb~
3-)E 1-10.8
2-11-10 24ifi 4- ]-8�0
6 4]-14 ]-00
1313
Plate Offsets (X Y)-
r10:0 3-00 2-01 (16'0 0 0 0 1 121 r16:0-2-0
0-3-0] r19:0-3-12
0-231 f24'0.5-12 Edgel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (Ioc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 1.00
Vert(L-)
0.13 23-24
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.81
Vert(CT)
-0.24 23-24
>999
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr NO
WB 0.74
Horz(CT)
0.07 12
n/a
We
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
-
Weight: 218lb
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 `Except`
W7: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-2-15 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 5-3-13 oc bracing.
Except:
10-0-0 cc bracing: 24-26
WEBS
1 Row at midpl 6-19, 9-19
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
129310-7-10 (min.0-1-9)
17 =
3946/0-7-10 (min. 0-4-11)
12 =
720/0-7-10 (min. 0-1-8)
Max Horz
2 =
68(LC 7)
Max Uplift
2 =
-444(LC 8)
17 =
-2040(LC 5)
12 =
-581(LC 4)
Max Grav
2 =
1299(LC 19)
17 =
3946(LC 1)
12 =
731(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2366/801, 3-4=-2612/916,
434=-2208/808, 34-35=-2207/808,
5-35=-2207/808, 5-36=-2207/808,
36-37=22071808, 6-37=-2207/808,
6-38=948/2144, 38-39=-948/2144,
7-39=-948/2144, 7-8=-950/2159,
840=950/2159, 9-40=-950/2159,
9-01=792/917, 4142=-792/917,
Continued on page 2
TOPCHORD
2-3=-2366/801, 3-4=-2612/916,
4-34=2208/808, 34-35=-2207/808,
5-35=2207/808, 5-36=-2207/808,
36-37=-2207/808, 6-37=-2207/808,
638=948/2144, 38-39=-948/2144,
739=-948/2144, 7-8=-950/2159,
840=-950/2159, 9-40=-95012159,
9-41=-792/917, 41-42=-792/917,
10-42=792/917, 10-11=-928/995,
11-12=1131/1050
BOT CHORD
2-27=-706/2072, 2443=-796/2393,
43-04=-796/2393, 23-44=796/2392,
23-45=-96/604, 4546=-96/604,
22-46=-96/604, 22-47=-96/604,
20-47=96/604, 20-48=01700,
1948=0f700, 17-50=-1077/394,
50-51=1077/394, 16-51=-1077/394,
15-16=1077/394, 15-52=376/0,
52-53=-37610, 14-53=376/0,
12-14=-895/985, 24-26=451409,
4-24=156/780
WEBS
17-19=3668/1868, 7-19=-097/314,
5-23=-586/357, 6-22=0/320,
6-23=756/1878, 6-19=-320211305,
9-15=248/335, 15-19=-747/1036,
9-19=2436/1603, 3-27=400/174,
24-27=-623/1886, 3-24=-254/365,
9-14=-567/1059
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; porch right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 444 lb uplift at
joint 2, 2040 Ib uplift at joint 17 and 581 lb uplift at joint
12.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 239
Ib down and 249 lb up at 7-0-0. 106 lb down and 116
lb up at 9-0-12, 106 lb down and 116 lb up at 11-0-12
, 106 It, down and 116 lb up at 13-0-12, 106 It, down
and 116 lb up at 15-0-12, 106 lb down and 116 lb up
at 17-0-12, 106 lb down and 116 It, up at 19-0-12,
118 It, down and 129 Ili up at 21-0-12, 44 lb down and
71 lb up at 22-11-4, 44 It, down and 71 Ib up at
24-11-4, 44 lb down and 71 lb up at 26-11-4, and 44
lb down and 71 It up at 28-11-4, and 152 It, down and
194 lb up at 31-M on lop chord, and 311 lb down
and 69 lb up at 7-1-12, 84 It, down and 21 lb up at
9-0-12, 84 lb down and 21 lb up at 11-0-12, 84 lb
down and 21 Ib up at 13-0-12, 84 It, down and 21 lb
up at 15-0-12, 84 lb down and 21 lb up at 17-0-12, 84
lb down and 21 It, up at 19-0-12, 77 It, down at
21-0-12, 145 lb down and 139 It up at 22-11-4, 145 lb
down and 139 lb up at 24-11-4, 145 lb down and 139
lb up at 26-11-4, and 1451b down and 139 It, up at
28-11-4, and 399 lb down and 393 It, up at 30-11-4 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: 1-4=-60, 4-10=60, 10-13=-60, 26-28=14,
25-26=-14, 20-24=-14,18-21=-14, 18-31=-14
Concentrated Loads (lb)
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A0209279
WRMSCMlb%OBIL
A14G
Hip Giber
1 1
Job Reference o tonal
A-1 Roo! Trusses, Fort Pierce, FL 34946, deslgn@al trass.com
LOAD CASE(S)
Standard
Concentrated Loads (lb)
Vert: 4=-192(B) 8=-31 (B) 1 0=1 05(B) 26=-311(B)
14=399(B) 22=-73(B)6=-106(B) 34=-106(B)
35=106(B) 36=-106(B) 37=106(B) 38m-106(B)
39=-1 18(B) 40=-31 (B) 41 =-31 (B) 42=-31 (B) 43=73(B)
44=-73(B) 45=73(B) 46=-73(B) 47=-73(B) 48=-56(B)
50>145(B) 51=145(B) 52=145(B) 53=-145(B)
Run: 8210 s May 18 2010 Pnnb 8.210 s May 18 2018 MRek Industries, Inc. Thu Feb 21 14:44:56 2019 Pape 2
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FOR Pierce, FL 34946
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Job
Truss
I was I ype
Y
A0209280
WRMSCM1560BIL
B01G
Hip Girder
1 1 r.
Joh Reference o Tonal
A-1 Roof Trusses, Fart Pierce, FL 34946, design@al truss.wm
Hun:
Load Den. =1116 m
5
a
3x4 = 1.5x4 It '— — 31= 4x5 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(too)
Udeg
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.80
Vert(LL)
-0.11
6-8
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.93
Vert(CT)
-0.20
6-8
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.23
Horz(CT)
0.07
5
n/a
n/a
BCDL 7.0
Code FBC2017/7PI2014
Matrix -MS
Weight: 81 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SPM 30 `Except'
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-9-1 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-7-1 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
138910-3-6 (min. 0-1-10)
2 =
1454/0-7-10 (min. 0-1-11)
Max Horz
2 =
80(LC 8)
Max Uplift
5 =
-475(LC 9)
2 =
-502(LC 8)
Max Grav
5 =
1389(LC 1)
2 =
1454(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2594/887, 3-15=-2196/826,
15-16=-2196/826,4-16=-2196/826,
4-5=2535/868
BOT CHORD
2-8=-763/2244, 8-17=763/2264,
17-18=763/2264, 7-18=763/2264,
6-7=-763/2264, 5-6=-702/2177
WEBS
3-8=-7/601. 4-6=7/578
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mp4 (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psi 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-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 475lb uplift at
joint 5 and 502 lb uplift at joint 2.
7) Hanger(s) or other connection devices) shall be
provided sufficient to support concentrated load(s) 239
lb down and 249lb up at 7-0-0,118 lb down and 129
lb up at 9-0-12, and 118 lb down and 129 lb up at
10-3-4, and 239 lb down and 249 lb up at 12-4-0 on
top chord, and 311 Ib down and 69 lb up at 7-0-0, 77
lb down at 9-0-12, and 771b down at 10-34, and 311
lb down and 69 lb up at 12-3-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=60, 34=-60, 4-5=-00, 9-12=-14
Concentrated Loads (lb)
Vert: 3=-192(B) 4=192(13) 8=311(B) 6=311(B)
15=118(B) 16=118(B) 17=56(B) 18=56(B)
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FOR pierce, FL 34946
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Job
r
Truss
I was I ype
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WRMBCM1SC081L
B02
Hip
1 1
A0209281
Job Reference (optional)
••••.•.•=•w.�=.,»�..,...,�y„�......nun: m.nus ma Tuioenra u.elus ma 1azUiamileKlnduslnes, Inc. lhu Feb2114:44:582019 Pagel
ID:ld_0O yy61Bi_TXoljwHHzervK-LIYEEWfgXsVORTS2PHmRwjgvLCrBBrenZROnwul3
104-0
-1-4-0 , 94}0 84i-0 18-11-12
1-4-0 941-0 8-7-12
0-8A
46 01.5x4 11 Dead Load De0. = 3/16 in
4x6
6.00 12
4x4 =
Sx6 =
4x6 =
1
Plate Offsets (X.Y)—
f3:0-2-3,Eddel. t5:0-2-3 Edcel
16:0-0-0
0-0-151
17:0-3-0 0-3-41
LOADING(psf)
SPACING. 2-0-0
CSI.
DEFL.
in
(loc)
/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.65
Vert(L-)
-0.25
7-13
>929
360
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.82
Vert(CT)
-0.43
7-13
>525
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.14
HOrz(CT)
0.02
6
n/a
n/a
SCOL 7.0
.Code FBC2017[FP12014
Matrix -MS
I
Weight 69 lb FT = 10
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-3-4 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 6-11-6 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stahilizer Installation uide.
REACTIONS. (lb/size)
6 =
699/0-3-6 (min.
0-1-8)
2 =
789/0-7-10 (min.
0-1-8)
Max Hom
2 =
95(LC
12)
Max Uplift
6 =
-176(LC
13)
2 =
-215(LC
12)
Max Grav
6 =
699(LC
1)
2 =
789(LC
1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1012/619, 3-4=806/675,
4-5=-806/675, 5-6=1017/622
BOT CHORD
2-7=394/806, 6-7=-394/806
WEBS
4-7=-8/372
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedcr(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 176 lb uplift at
joint 6 and 215 lb uplift at joint 2.
LOAD CASE(S)
Standard
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Job
Truss
Untiss I ype
ry Y
A0209282
WRMSCM1560BIL
B03
Common
2 1
Job Reference(opUona0
A-1 Roof Trusses, Fort Pierce. FL 34946. design@aItn,moom
Run:
4x4 =
3.4 = 5x8 = 4x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert(LL)
-0.14
7-13
>999
360
TCDL 10.0
.Lumber DOL
1.25
BC 0.72
Vert(CT)
-0.27
7-13
>848
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.19
Horz(CT)
0.03
6
We
n/a
BCDL 7.0
Code FBC20171-TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-1-3 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 7-4-3 oc bracing.
MiTek recommends that Stabilizers and required -
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
699/0-3-6 (min. 0-1-8)
2 =
789/0-7-10 (min. 0-1-8)
Max Horz
2 =
100(LC 12)
Max Uplift
6 =
-180(LC 13)
2 =
-219(LC 12)
Max Gmv
6 =
699(LC 1)
2 =
789(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=4175,797, 3-4=-866/597,
4-5=-863/595, 5-6=-11597782
BOT CHORD
2-7=-631/1022, 6-7=-610/983
WEBS
4-7=-286/491, 5-7=-328/363,
3-7=-364/386
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10: Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 180 lb uplift at
joint 6 and 2191b uplift at joint 2.
LOAD CASE(S)
Standard
Dead Load DeB. =1/8 in
fiR
PLATES GRIP
MT20 244/190
Weight: 84 lb FT=10%
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Anthony T. Tornbo P.E.
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800837lI,
586083
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44515L Lucie Blvd.
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Fort Pierce, FL 34945
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B04G
Half Hip Ginter
1
1
A0209283
--
Job Reference (options])
..., —,..,",
3x4 = '.. 11 4x4 =
Dead Load OeB. =1116 in
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(Ioc)
/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL)
0.09
6-9
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.58
Vert(CT)
-0.13
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.76
Horz(CT)
0.02
5
n/a '
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 57 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or4-1-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 9-2-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
802/0-7-10 (min. 0-1-8)
5 =
105910-3-6 (min. 0-1-8)
Max Horz
2 =
166(LC 8)
Max Uplift
2 =
-264(LC 8)
5 =
-384(LC 5)
Max Grav
2 =
802(LC 1)
5 =
1059(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1157/360,4-5=-294/188
BOT CHORD
2-6=-377/959, 6-12=377/980,
12-13=377/980, 5-13=-377/980
WEBS
3-6=-8/626, 3-5=1170/453
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=169mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load 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-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 264 Ib uplift at
joint 2 and 384 lb uplift at joint 5.
7) Hanger(s) or other connection devices) shall be
provided sufficient to support concentrated load(s) 260
lb down and 270 lb up at 7-0-0, and 118lb down and
129 lb up at 9-0-12, and 120 lb down and 129 Ib up at
10-10-12 on top chord, and 338 lb down and 72 lb up
at 7-M, and 77 lb down at 9-0-12, and 78 Ito down at
10-10-12 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Unifonn Loads (plf)
Vert: 1-3=-60, 3-4=-60, 5-7=14
Concentrated Loads (lb)
Vert: 6=338(F) 3=-213(F) 10=-118(F)11=-120(F)
12=-56(F) 13=-57(F)
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Anthony T. Tombo lll, P.E.
'
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780083
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•
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cuss
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A0209284
WRMSCM7568BiL
Boy
Half Hip
7 1
Job Reference o tional
A-1 Roof Trusses, Fort Plerce, FL 34946, deagn(Oalimss.com
5x8 %
4x4 = 1.5x4 II 44 =
Dead Load Defl. = 3116 In
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL)
0.25
6-9
>566
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.82
Vert(CT)
-0.33
6-9
>425
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.30
Horz(CT)
0.01
2
me
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
Weight: 60 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 •Except•
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 7-5-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
52710-7-10 (min. 0-1-8)
5 =
43310-3-6 (min. 0-1-8)
Max Horz
2 =
207(LC 12)
Max Uplift
2 =
-137(LC 12)
5 =
-137(LC 12)
Max Gmv
2 =
527(LC 1)
5 =
433(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-434/146
BOTCHORD
2-6=-267/290, 5-6=-269/296
WEBS
3-6=-49/323, 3-5=-572/520
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind:ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 pad 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 137lb uplift at
joint 2 and 137 lb uplift at joint 5.
LOAD CASE(S)
Standard
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,
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Anthony T. Tom6o I[t, P.E.
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r^80083
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44515G Lvde Blvd.
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Fort Pierce,R 34946
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Job
Truss
NSS ype
ty y
WRMSCMIAOBIL
BO6
Monopitch
A02092&5
2 1
Job Reference o tional
e
1.5x4 II
4
3.4 = 1.6.4 11 4x4 =
LOADING(pst)
SPACING- 2-U
CSI.
DEFL.
, in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.46
Vert(LL)
0.06
6-9
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.26
BC 0.33
Vert(CT)
-0.07
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.42
Horz(CT)
0.01
5
n/a
n/a
BCDL 7.0
Code FBC2017ITP12014
Matrix -MS
Weight: 62 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP Nc.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-1-5 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
52710-7-10 (min. 0-1-8)
5 =
433/O-M (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
2 _
-117(LC 12)
5 =
-200(LC 12)
Max Grav
2 =
527(LC 1)
5 =
433(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-605/196
BOT CHORD
2-6=-481/483, 5-6=481/483
WEBS
3-5=-549/547
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 117 lb uplift at
joint 2 and 200 Ib uplift at joint 5.
LOAD CASE(S)
Standard
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Anthony T. Tombo III, P.E.
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280083
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44515t. Lucie Blvd.
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Fort Pie(Ce,R 34946
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cuss ype y
A0209286
WRMSCM7560BiL
CJ7
Comer Jad< 10 1 '�
Job Reference o tional
A-1 RWI Tmsses, Fort Pierce, FL 34 b, aessgn(mallr .WM
49
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Ven(CL)
0.00
7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.03
Vert(CT)
0.00
7
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 7.0
Code FBC20171FP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 0-11-11 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
-5/Mechanical
2 =
18110-7-10 (min. 0-1-8)
4 =
-21/Mechanical
Max Horz
2 =
42(1-C 12)
Max Uplift
3 =
-5(LC 1)
2 =
-71(LC 12)
4 =
-21(LC 1)
Max Grav
3 =
12(LC 8)
2 =
181(LC 1)
4 =
20(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 5 lb uplift at
joint 3, 71 lb uplift at joint 2 and 21 lb uplift atjoint 4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 6lb FT=10%
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Anthony T. Tmbo III, P.E.
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280083
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44515L tucle Blvd.
. Luis
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Fort pie ,FL 34946
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Job
Truss
Truss Type
ry
WRMSCM7560B1L
CJ3
Comer Jack
A020928]
T 1
Job Reference (optional)
„G., gm c'...,
2x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(Too)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
10.00
4-7
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.08
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n1a
BCDL 7.0
Code FBC2017lrPl2014
Matrix -MP
-
_
Weight: 12 lb FT = 10
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 2-11-11 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation Quide.
REACTIONS. (lb/size)
3 =
64/Mechanical
2 =
212/0-7-10 (min. 0-1-8)
4 =
23/Mechanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
43(LC 12)
2 =
-63(LC 12)
Max Grav
3 =
64(LC 1)
2 =
212(LC 1)
4 =
43(LC 3)
FORCES. (fib)
Max. Comp./Max. Ten. -,All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. IT; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chard and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 43 Ito uplift at joint
3 and 63 lb uplift at joint 2.
Fmqk,utmgtlrmSr6'i{IidF11IDa(fNa1�31nBtlf{i44:111[J6f01JtljM91i01[ilnirfR6m iatlihYpiss lmr/mlvnaO,imipn4pmq[Ift;.ct�L!oiLtahgtFMm�&XkFe ae DilnskeruffidroaelC6,wry
�tl wlamdGdmikbPBak,tl4 ivelm�kapb apr.ye to rmudugminporo.m.�tlmpaamrgst~,yrtgmemrymminpvu6�ujotnssymmmltaep, ceulmL�Pnn>inmaegmltn,w:l3p
Anthony T. Tombo 111, P.E.
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s80083
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4451 St. W[Ie 0IW.
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Fort Plera, R 3491a
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a
mss
cuss ype
ty y
A02B9288
WRMSCM156001L
CJ3B
Comer Jack
1 1 !
Job Reference o tional
A-1 Rwf Tmsses, Fon PietCe, FL 34946, Uesign(Aait ss.wm
Run: 8.210 s May 18 2018 Print: -- s May 18 2018 MTek Intlusfries, Inc. Thu Feb 21 14:45:01 2019 Paye 1
ID:ld_00XyyT61BI_TXoljwHHzeNK-mH9R['gnlyJxBd4OTc3 ckivpiOZnaTWf2OBzfurO
2-7-7 a'
r 2-7-7
314 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
floc)
I/defl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.11
Vert(LL)
-0.00
3-6
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.10
Vert(CT)
-0.00
3-6
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Hom(CT)
-0.00
2
n/a
We
BCDL 7.0
Code FBC2017lrP12014
Matrix -MP
Weight: 8 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-7-7 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
9510-3-6 (min. 0-1-8)
2 =
67/Mechanical
3 =
27/Mechanical
Max Horz
1 =
52(LC 12)
Max Uplift
1 =
-13(LC 12)
2 =
-47(LC 12)
3 =
-1 (LC 12)
Max Grav
1 =
95(LC 1)
2 =
67(LC 1)
3 =
41(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-U 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 131b uplift at
joint 1, 47 lb uplift at joint 2 and 1 lb uplift at joint 3.
LOAD CASE(S)
Standard
re�rem<ehsse.m•ume:¢m¢(uu�araummlmmemrmlaaiimlruelcr,¢:aal•m. t�eltrenlm®mnsdmedmmmtsmis�mMal911mm+rltmvRrfmama+ivmm,. aussms.mmdnalooaq
walm rnruramm.mmmupax,dd lse4ruw4M�m0+.km�apraz�ugmarztwmoe�mJmr�e:�omd q'+mYonydaysmam:pdmveyeinnpmlummoary.damttYingeualnm.6symrrm.ecrmp
Anthony T. Iil, P.E.
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38008360083
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44515L WCIe Blvd.
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rOR Piow,R 36946
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Job
rues
I russ I ype
tv y
A0209289
W MSCMI5BOB%
CJ3L
Comer Jack
2 1
Jab Reference (optional)
A-] eet I russes, Fon Pierce, FL : rub. aesign(ma tru s.com +
Run: 8.210
Feb
LOADING(psf)
SPACING-
2-U
CSI.
DEFL.
in
(too)
Udell
Lid
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 10.0
Lumber DOL
1.25
BC 0.12
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/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
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M no bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation aulde.
REACTIONS. (lb/size)
3 =
64/Mechanical
2 =
21210-7-10 (min.0-1-8)
4 =
23/Mechanical
Max Hom
2 =
82(LC 12)
Max Uplift
3 =
-43(LC 12)
2 =
-74(LC 8)
4 =
-29(LC 9)
Max Gmv
3 =
64(LC 1)
2 =
212(LC 1)
4 =
43(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; parch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurmnt with any other live loads.
3) •This truss has been designed fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 43 lb uplift at
joint 3, 74 lb uplift at joint 2 and 29 lb uplift at joint 4.
LOAD CASE(S)
Standard
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MlklpmfiiWroahrs(4,bapbM�/4Isa4M1t Mgv6mapa.IlvuErbPa'Fmutle.la]nFvmvmmn'�tlmx4n�b4mv�IVNn4ip0(hMMkfJCe�sy,InvbhloblWplr.vie&I.lblxpnnalnAY@aim-Mvtsr.ElPn
Anthony T. Tombo 111, P.E.
drvtLa lmrbmk'SaybAiuN'dW 4mp.,v.h0evlic6rCtl¢aC,lvlfAR�..6m!evJb Af.4C.ltlrbigCAMee11141.INQl,m'db0ldahq,ntlNrmtt'b691�e4imW.Ma9Lm.lYad3UAYdnYmOE%9
380083
h taxgfnynwfmra.ic.nsstmamtxmmrmmmnJtlm,Imdmq NrmmYgcs mpdjpinxeM1udlwmvkmfbywpava lmeeanLmpvmM�mprvt4lvrG�pa.[mru puyavmlmrYacar4vpu
44515L LUde Blvd.
. ramlulGtlhafmaeq,tlyos.0{M1dponYgrtl ielmvdu;t[gam6NthnngL .vtnv Sryaafgmler�lV agbaabmmnl6s1a1R1.-
Fort Pier2, FL 34946
(opPirM®1p16A l taflmsse-Avnvvrl.lovdvl0,lJ. lepmlvAuaOisdvrvam,bvgiwq isprvi3ded.itteNRnNkrpemissiwhan4l trv/Lassev�AVlEvvrLlomGO,lJ.
Job
Truss
I ruse I ype
tY
Y
A0209290
wRMSCM1560B1L
US
Comer Jack
6
"1 V
Jab Reference o tional
A-T Roof Trusses, Fort Pierce, FL 34946, design@atwss.com Run: 8.270,, May 18 2m8 Print: 8.210 s May 18 2018 MTek Industnes, Ine. Thu Feb 21 14:45:02 2019 Pag9e 1
ID: Id_ OOXyyT61Bi_TXoljwH HzetvK-ETo14uiKb5?pw5mpe7_rcmu RLyh?701jiAPcxeziur?
-1-4-0 4-11-11
1-4-0 4-11-11
2x4 =
4-11-11
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert(LL)
0.04
4-7
•>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.29
Ved(CT)
-0.05
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MP
Weight: 18 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or4-11-11 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
122IMechanical
2 =
278/0-7-10 (min. 0-1-8)
4 =
48/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-73(LC 12)
Max Grav
3 =
122(LC 1)
2 =
278(LC 1)
4 =
77(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connexion (by others) of truss to
bearing plate capable of withstanding 81 lb uplift at joint
3 and 73 lb uplift at joint 2.
Ym9f tvmkwt 96Ia'ys9lllfiYf(]'411r450m' alrfe4TJ&:4(Rlam➢wd[h9ppWmdnfemn•rslrmpnplm.q(IIX?dhLlmltisA&r1.hNv.4xlHn me hWrCstr9Cln4maay
'Ne,oahnm'll
Wel<m!hrrhhs6tllbralYPem9bhWd AveimiDnlyfrrav(If.Sµne(tg4Mffiw9npPNDnpnmseaeymtlmpNvtlrtlegXalgn�06Ytbmh:ytlOeRjrNniy141wNNDmD.ohW.LmLslpnmlllllrnh@pml"vutwlA6T
Anthony T. }II, P.E.
/ \ drwtlbifmrmmtralfidkmmlmtdiYAtlmPw,eOnrtie%serlS'mamtmYwlnw.saenreaamn muutmkmk�4hlabmeRlMgmtlimlMda6nrnamrms.5ia1 4MF.emaiuW x�ilaa Lreq+na�e
03
II8060083
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4451St. Lucie Blvd.
l/�
a#muW dlPxre4mMdrA h'm94tl Nmvmdcel ihlnvbpy[yazalilDim[1Mrylcym,elnn SP9aFgnwOmrbLeR lDa}tla9bvwmldal61M11.
FDtPierce,R 34946
� (ohrirhim PDIIA�I BvoHmaes-AvmveyL7vmAe111,P.E. Beprodvaivvaftlisdmumem,iD vghr�isproh0dedvit9omkr.rillevpermissinhomLlBWrrvnm�M%wyi.renklll, PE
Job
Truss
I mss I ype
tY
y
WRMSCM159081L
CJ5A
Comerdack
1
1
A0209297
Job Reference optional
A-1 Roof Trusses, Fort Piers, FL a4946, cesignopainuss.com Run: 8.210 s MaY
4-2-018 2018 Print 8.210 s May 182016 Mi-rek Industries, Ina Thu Feb 21 14:45:02 2019 Papa 1
ID:Id_0OXyyT61Bi TXoljwHHzetvK-ETol4uiKb57pw5mpe7_mmuTVyj1701jiAPcxeziuO
1-4-0 4-2-0
r+c
4-2-0
LOADING lost)
SPACING-
2-M
CSI.
DEFL. in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Veit(LL) 0.02
4-7
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.26
BC 0.18
Vert(CT) -0.02
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
We
BCDL 7.0
Code FBC2017/TP12014
Matrix -MP
Weight: 16 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 4-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
99/Mechanical
2 =
25010-7-10 (min. 0-1-8)
4 =
391Mechanical
Max Horz
2 =
106(LC 12)
Max Uplift
3 =
-66(LC 12)
2 =
-68(LC 12)
Max Grav
3 =
99(LC 1)
2 =
250(LC 1)
4 =
63(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads:
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 66 lb uplift at joint
3 and 68 Ib uplift at joint 2.
erkyrk¢.b nu,,.m•Nuornacsl'Iwa'tumuleiurncmwarmrm(wlm�smarmm reh+saromr*,a,ee,.mnm,w,yn,.nln'e;de.m�l.l�,crtmna.arrn ¢r mwuem.arutl¢mlca,m7
mGammrkk ac6mttrmtw¢e,m.brurvE¢ipfp¢Psycw>tnpcumn�mi¢pnmre.¢ryv¢dmpmmmawk�kfe4�>trvmtrwpawsepermrgad¢brmo }.grmt raary¢n.rms,bxGmrmbrrtimr
Anthony T. Tombo III, P.E.
AI!
380083
mkky0¢m elrmru.
g4515G Lucie Bh'd.
dsdnutzrtlhr6�w•+n¢b. sghdir,mbrone ml..¢[q[gmrirrmr,ramrw,,,¢u,sst¢aa6rnvdmlanny magawm re¢feaeml.
Fort Pierre, FL 34946
Q iPRpM02r6Alhxffmsses AmdarylJom6o 19,Pi tepnlornavcftlis6ommia,merrlom,ispro606rdwi%emrhevmrtopermissiwhom A -I B:olinsses�Aerkmyi.iem6o1142i.
Job
Truss
ruesType
ry
y
A0209292
WRMSCM1560B1L
CJSC
Came, Jack
1
1
.y
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.cam Run: 8.210 s May 18 2018 Pnnt: 8.210 a Ma 18 2018 Mffek Industries, Inc. Thu Feb 21 14:45:03 2019 Page i
ID:ld_OOXyyT61Bi TXoliwHF�zefvK-igL7lEjyMO79YEL4CgV48ZRcrMObsTHtxg89T4zmr
4-7-7
4-7-7
3x4 =
4-7-7
4-7-7
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.38
Vert(L-)
0.04
3-6
>999
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.33
Vert(CT)
-0.04
3-6
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
HOrz(CT)
-0.01
2
n/a
n/a
BCDL 7.0
Code FBC2017/FP12014
Matrix -MP
Weight: 15 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
' TOP CHORD Standard
Structural wood sheathing directly applied or 4-7-7 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
169/0-3-6 (min. 0-1-8)
2 =
121/Mechanical
3 =
- 48/Mechanical
Max Horz
1 =
93(LC 12)
Max Uplift
1 =
-27(LC 12)
2 =
-83(LC 12)
Max Grav
1 =
169(LC 1)
2 =
121(LC 1)
3 =
74(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; VuI1=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-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 27 lb uplift at joint
1 and 83 lb uplift at joint 2.
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&,V.riGtlnn.nv
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1ffd WO hr
pdrypmY T. P.E.
/
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80083111,
II90083
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Job
Truss
I was I ype
uty
My
WRMSCM158081L
G15L
Comer Jack
2
1
A0209293
Job Reference (optional) '
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com Run: 8.210 s May 16 2018 Pnnt 8.210 s May 18 2018 MTek Intlustdes, Inc Thu Feb 21 14.45:03 2019 Page 1
ID:Id_11OXyyT61Bl_TXo1jwHHzefvK-igL7lEjyMO7gYEL?CgV48zRaAM?ssTHtxg89T4nur
• • -1-4-0 4-11-11
1-40 4-11-11
R
3x4 =
4.11-11
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL. in
(loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
Vert(LL) 0.10
4-7
>563
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.44
Vert(CT) 0.09
4-7
>648
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MP
Weight: 18 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-11-11 oc
purins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation Quide.
REACTIONS. (lb/size)
3 =
1221Mechanical
2 =
27810-7-10 (min. 0-1-8)
4 =
48/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-102(LC 9)
4 =
-51(LC 9)
Max Grav
3 =
122(LC 1)
2 =
278(LC 1)
4 =
77(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 81 lb uplift at
joint 3, 1021b uplift at joint 2 and 51 lb uplift at joint 4.
LOAD CASE(S)
Standard
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Anthony T.Tombo Ill,P.E.
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•
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Job
Fruss
FruSS Type
ty y
A0209294
WRMSCM15BOBIL
US
Comer Jerk
1 1 y
Job Reference (optional)
A-1 Rwf Trusses, Fort Pierce, FL 34946, design@1alGusa.wm Run: 8.210 s May 18 2018 Pnnt: 8.210 s May 18 2018 MITek Indusues, Inc. Thu Feb 21 14.45:03 2019 Page 1
ID:Id_OOXyyT61Bi_TXOI MHHzefvK-igL7lEjyMO7gYEL?CgV48zRatM7XSTHbrg89T4zwr_
-i-4-0 5-8-0
r 1-4-0 5.8-0
2x4 =
LOADING(psf)
SPACING-
2-M
CSL
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.51
Vert(LL)
0.07
4-7
>897
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.40
Vert(CT)
-0.08
4-7
>803
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017rTP12014
Matrix -MP
Weight: 20 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-8-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
141/Mechanical
2 =
302/0-7-10 (min. 0-1-8)
4 =
56/Mechanicel
Max Horz
2 =
137(LC 12)
Max Uplift
3 =
-94(LC 12)
2 =
-77(LC 12)
Max Grav
3 =
141(LC 1)
2 =
302(LC 1)
4 =
89(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15ft;
Cat. 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
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 94 lb uplift at
joint 3 and 77 lb uplift at joint 2.
LOAD CASE(S)
Standard
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44518G Lucie Blvd.
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cuss
cuss ype
y
WRMSCM15itOB1L
HJ7
Diagonal Hip Girder
A0209295
3 i
Job Reference (. tonal)
i
3x4 = 1.5x4 II 3x4 ='
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(too)
I/de8
Ud
PLATES GRIP
TCLL -20.0
Plate Grip DOL 1.25
TC 0.59
Vert(L-)
-0.05
6-7
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.53
Vert(CT)
-0.10
6-7
>999
240
BCLL 0.0 '
Rep Stress [nor NO
WB 0.40
Horz(CT)
0.01
5
n/a
We
BCDL 7.0
Code FBC2017ITP]2014
Matrix -MS
Weight: 43 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
purlins.
BOT CHORD
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 nuide.
REACTIONS. (Ib/size)
4 =
159/Mechanical
2 =
442/0-10-6 (min. 0-1-8)
5 =
274/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-107(LC 4)
2 =
-180(LC 4)
5 =
-64(LC 8)
Max Grav
4 =
159(LC 1)
2 =
442(LC 1)
5 =
274(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-1 1=-7341174,11-12=-684/191,
3-12=683/181
BOT CHORD
2-14=266/679,14-15=-266/679,
7-15=266/679, 7-16=266/679,
6-16=266/679
WEBS
3-6=-717/281
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load.nonconcurent 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 107 lb uplift at
joint 4, 180 lb uplift at joint 2 and 641b uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 90 Ito up at 1-4-9. 77 to down and 90 Ito
up at 1-4-9, 36 lb down and 41 Ito up at 4-2-8, 36 Ito
down and 41 Ito up at 4-2-8, and 66 lb down and 88 lb
up at 7-0-7, and 66 lb down and 88lb up at 7-0-7 on
lop chord, and 121b down and'40 lb up at 1-4-9, 121b
down and 40 lb up at 1-4-9, 16 Ito down at 4-2-8, 16 to
down of 4-2-8, and 301b down at 7-0-7, and 30 lb
down at 7-0-7 on bottom chord. The design/selection
of such connection device(s) is the responsibility of
others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-4=-60, 5-8=-14
Concentrated Loads (Ib)
Vert: 11=57(F=29, 8=29) 13=-74(F=-37, B=37)
14=46(F=23, B=23) 15=9(F=-4, B=4)16=-56(F=-28
, B=-28)
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Anthony T. Tombo 111, P.E.
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44$t $t. Lucie Blvd.
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Fort Pierce, FL 34946
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o
Truss
ruse ype
Y
A0209296
WRMSCM15BOElL
H.17A
Diagonal Hip Girder
1 1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design(ajatlluss.com
nun:
i
3x4 = 1.. a exr —
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.63
Vart(1)
-0.05
6-7
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.59
Vert(CT)
-0.11
6-7
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.42
Horz(CT)
0.01
5
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
Weight: 43 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 60-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc brecing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
acoordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
4 =
180/Mechanical
2 =
45310-10-7 (min. 0-1-8)
5 =
301/Mechanical
Max Hoa
2 =
182(LC 4)
Max Uplift
4 =
-125(LC 4)
2 =
-185(LC 4)
5 =
-67(LC 9)
Max Grav
4 =
180(LC 1)
2 =
453(LC 1)
5 =
301(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOPCHORD
2-11=777/214, 11-12=-727/231,
3-12=-726/221
BOT CHORD
2-16=-288/720, 116-17=2881720,
7-17=-288f720, 7-18=-288f720,
18-19=288/720, 19-20=-288/720,
6-20=-288/720
WEBS
3-6=-760/304
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pet bottom
chord live load nonconeumentwith 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 1251b uplift at
joint 4, 1851b uplift at joint 2 and 67lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
Ib down and 90 lb up at 1-4-9, 77 lb down and 90lb
up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 361b
down and 41 lb up at 4-2-8, 54 lb down and 69 lb up
at 5-10-11, and 66 lb downand88 lb up at 7-0-7, and
76 lb down and 103lb up at 8-0-2 on top chord, and
12 Ib down and 40lb up at 1-4-9, 12 Ib down and 40
Ib up at 1-4-9, 16 Ib down al 4-2-8, 16 lb down at
4-2-8, 24 Ib down at 5-10-11, and 30 lb down at 7-0-7
, and 40 Ib down at 8-0-2 on bottom chard. The
design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf) -
Vert: 1-4=-60, 5-8=-14
Concentrated Loads (lb)
Vert: 11=57(F=29, B=29) 13=14(F) 14=37(B)
15=-56(F)16=46(F=23, 8=23) 17=-9(F=-4, B=-4)
18=-19(F) 19=-28(B) 20=-36(F)
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pntboo, T.Tombo III,P.E.
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WRMSC1J15B0B1L
HJ7L
Diagonal Hip Girder
1 1
A020929]
Job Reference o tional
2x4 = 1.5x4 II 3x4 =m
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(lac)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)
0.11
6-7
>999
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
SC 0.53
Vert(CT)
-0.10
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.40
Horz(CT)
0.01
5
n1a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Mahix-MS
Weight: 43 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
purins.
BOT CHORD
Rigid ceiling directly applied or 7-6-4 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
159/Mechanical
2 =
44210-10-6 (min. 0-1-8)
5 =
274/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-110(LC 4)
2 =
-271(LC 4)
5 =
-229(LC 5)
Max Grav
4 =
159(LC 1)
2 =
442(LC 1)
5 =
274(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-11=734/451, 11-12=-684/468,
3-12=-683/462
BOTCHORD
2-14=-523/679, 14-15=-523/679,
7-15=-523/679, 7-16=523/679,
6-16=-523/679
WEBS
3-6=-717/553
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf,, h=15ft;
Cat. 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 pet 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-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 110 lb uplift at
joint 4, 271 lb uplift at joint 2 and 229 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)77
Ile down and 90 Ito up at 1-4-9, 77 lb down and 90 Ile
up at 1-4-9, 36 Ito down and 41 lb up at 4-2-8, 36 lb
down and 41 lb up at 4-2-8, and 66 lb down and 881b
up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on
top chord, and 51 lb down and 40 lb up at 1-4-9, 51 lb
down and 40 lb up at 1-4-9. 10 lb down and 40 lb up
at 4-2-8, 10 lb down and 40 lb up at 4-2-8, and 29 lb
down and 71 lb up at 7-0-7, and 29 Ib down and 71 lb
up at 7-0-7 on bottom chord. The design/selection of
such connection devices) is the responsibility of
others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 14=-60, 5-8=-14
Concentrated Loads (Ib)
Vert: 11=57(F=29, B=29) 13=-74(F=-37, 13=37)
14=46(F=23, B=23) 15=-9(F=-4, B=-4)16=-56(F=28
, 8=-28)
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Anthony T. Tombo 111, P.E.
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Lurie Blvd.
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Job
Truss
russ ype
ty Y
A0209298
VVRMSCM156031L
J7
Jack -Open
9 1
Job Refence o tional
rei
A-1 Roof-rmases, Fort Pierce, FL 34945, design@alwss.ce. Run: 8.210 s May 18 2018 Pnnt 8.210 s May 18 2018 M11 Intlusin". Ina Thu Feb 21 74:45:05 2019 Pagel
ID:Id_OOXyyT61B_TXoljwHHzefvK-e2TuiaDtONOnYUOJFYYDOWgtAdFKNnAO8dGWyziugy
1-0-0 7-0-0
7-0-0
Dead Load Deft = 1/8 in
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEL.
in
(loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL)
0.17
4-7
>478
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.64
Ved(CT)
-0.20
4-7
>413
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Hom(CT)
-0.01
3
n/a
n1a
BCDL 7.0
Code FBC20171-rP12014
Matrix -MP
Weight: 24lb FT =10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
3 =
178/Mechanical
2 =
34910-7-10 (min. 0-1-8)
4 =
70/Mechanical
Max Horz
2 =
164(LC 12)
Max Uplift
3 =
-118(LC 12)
2 =
-85(LC 12)
Max Grav
3 =
178(LC 1)
2 =
349(1C 1)
4 =
11l(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcumenl 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
hearing plate capable of withstanding 118lb uplift at
joint 3 and 85 lb uplift at joint 2.
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mikw'
LUde Blvd.494
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Fed Rem
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WRMSCM15g0a1L
J7L
Jack -Open
5 1
A0209299
Job Reference (optional)
nun: 0.4
4x4 = 3x4 =
Inu
LOADING(psf)
SPACING-
2-0-0
CSI. t
DEFL. in
(lac)
I/clef]
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.52
Vert(LL) 0.18
6-9
>460
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.54
Vert(CT) 0.15
6-9
>542
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.19
Horz(CT) -0.00
6
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 30 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
puriins.
BOTCHORD
Rigid ceiling directly applied or 6-1-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
4 =
91/Mechanical
2 =
349/0-7-10 (min. 0-1-8)
6 =
159/1'Jechanical
Max Hom
2 =
164(LC 12)
Max Uplift
4 =
-69(LC 12)
2 =
-134(LC 9)
6 =
-125(LC 9)
Max Gmv
4 =
91(LC 1)
2 =
349(LC 1)
6 =
165(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-323/338
BOTCHORD
2-6=-582/283
WEBS
3-6=-307/633
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch left exposed;C-C for members and
forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom
chord live load nonconcurrent with any other live
loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 69 lb uplift at
joint 4, 134 lb uplift at joint 2 and 125 lb uplift at joint 6.
LOAD CASE(S)
Standard
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44616L Wtle Blvd.
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Job
Truss
cussType
ti Y
A0209300
WRMSCM156OBlL
JTT
Jack-0pen
.y
6 =Refere��
l
A, e<wr susses, ron rierw, re ,waam, mesignAn}aswss.wm
U4=
I.bx4 II
Ia
Dead Load Deft. =118 in
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.34
Vert(LL)
0.22
6
>384
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.34
Vert(CT)
-0.23
6
>359
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.07
5
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MR
Weight: 27 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP M 30
SOT CHORD 2x4 SP 2400F 2.0E
BRACING-
TOPCHORO
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-" oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 = 166/Mechaniml
2 = 360/0-7-10 (min. 0-1-8)
5 = 871Mechanical
Max Horz
2 = 164(LC 12)
Max Uplift
4 =-105(LC 12)
2 = -78(LC 12)
5 = -7(LC 12)
Max Grav
4 = 166(LC 1)
2 = 360(LC 1)
5 = 118(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - AI I forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; VuI1=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-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 105lb uplift at
joint 4, 78 lb uplift at joint 2 and 7lb uplift at joint 5.
LOAD CASE(S)
Standard
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41518t. tacle Blvd.
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Fmrt Pwme, FL 34M6
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Job
I russ
I loss I ype
Fly
A0209301
WRMBCM15C0B1L
TG6
Common
4 1
Job Reference (optional)
A-1 Roof Trusses. Fart Pierce, FL 34946, design®alauw.com
Run:
4x8 =
6.00 12
1.5x4 It 3x8 = 1.5x4 II
3.8 =
1-2-0 9b0
LOADING(psf)
SPACING-
2-M
CS].
DEFL.
in
(loc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.24
Vert(LL)
0.09
9-10
>915
360
TCDL 10.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
0.07.
9-10
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(CT)
0.00
9
n/a
n/a
BCDL 7.0
Code FEC2017frPI2014
Mabix-MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No-3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-Ooc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
41510-3-8 (min. 0-1-8)
9 =
415/0-3-8 (min. 0-1-8)
Max Hom
10 =
147(LC 11)
Max Uplift
10 =
-194(LC 8)
9 =
-129(LC 13)
Max Grav
10 =
415(LC 1)
9 =
415(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
3-4=-95/251, 4-5=-95/251
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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 194 lb uplift at
joint 10 and 129 It, uplift at joint 9.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 69 lb FT = 10%
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Anthony T. Tombo 111, P.E.
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I
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Job
Truss
russType
Y
A02M302
WRMSCM1560BIL
TOGA
Common
1 1
A
Job Reterence o 6onal
A-1 Roof Trusses, FortPierce, FL 34946, design®al Wss.dom
Run:8.210s May 162018 FrM 8210 s Mayy182018 Mi iek Industries.Ina Thu Feb2114:45:072019 Pagel
ID:ld OOXyyT61Bi TXoljwHHzeNK-aRbe7bmTPdd6lsenRgaOJpbLmOzoGsTsS6Mbmiugw
1-24 4fi-0 7-9-12 1 r,
-2J1 a12 � 3.3-12 —' 1-24
48 =
6.00 12
1.5x4 II 3x8 = 1.5x4 II
3x8 =
1.2-4 9A0
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Lid
PLATES GRIP
TCLL . 20.0
Plate Grip DOL
1.25
TC 0.19
Vert(LL)
0.09
7-8
>900
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
0.07
7-8
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(CT)
-0.00
7
n/a
n/a
BCDL 7.0
Code FBC2017fFP12014
Matrix -MS
Weight: 65 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-M oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation culde.
REACTIONS. (lb/size)
8 =
32210-3-8 (min. 0-1-8)
7 =
322/0-3-8 (min. 0-1-8)
Max Horz
8 =
135(LC 11)
Max Uplift
8 =
-98(LC 9)
7 =
-155(LC 9)
Max Gray
8 =
322(LC 1)
7 =
322(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1291283, 3-4=-129/283
WEBS
2-8=-208/305, 4-7=208/304
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=151t;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch dght
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 98 lb uplift at
joint 8 and 155 lb uplift at joint 7.
LOAD CASE(S)
Standard
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An(JrpnY T. ill, P.E.
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80083
390083
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44515L Lucie Blvd.
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Job
I FUSS I ype
ty
R
A0209303
WRMSCM1550BIL
T06SGE
Common 56uctulal Gable
1Ply
1
JOb Reference (ootlonal)
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12 YMs Mil-01-0-0 1-23
4x8 =
3x8 = 3x8 =
1-24
18 7-9.12
8 H 6-7-8
0-1-12 -08
Plate Offsets (X,Y1—
14:0-2-0,04)-41. 15:0-0-0,0-MI
16:0-0-0
0-0-01 It 8:0-1-15 0-0-121
(18:0-1-15 0-0-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Lde0
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.24
Vert(L-)
0.09
9-10
>915
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.38
Vert(CT)
0.07
9-10
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.09
Horz(CT)
0.00
9
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
Weight: 84 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, In
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
415/0-3-8 (min.0-1-8)
9 =
415/0J-8 (min. 0-1-8)
Max Horz
10 =
147(LC 11)
Max Uplift
10 =
-194(LC 8)
9 =
-129(LC 13)
Max Grav
10 =
415(LC 1)
9 =
415(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
3-4=-95/251, 4-5=-95/251
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; canfilever left and right
exposed ; end vertical left and right exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
4) All plates are 1.5x4 MT20 unless otherwise
indicated.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord In all areas where a
rectangle 3-6-0 tall by 2-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 194 lb uplift at
joint 10 and 129 lb uplift at joint 9.
LOAD CASE(S)
Standard
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Anthony T. Tombo Ill, P.E.
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T80083
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4451 St. WCIe 1310.
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Fort Pierte, P. 34946
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Job
Truss
nlssType
A0203306
WRMSCM1560BlL
VM08
Valley
1 1 4
Job Reference o tional
,.,-.moo, ,mm.,+.ua,I
4
0
3x4 =
2
3x4 =
3
4
2x4 G 1.5x4 II
LOADING(psf)
SPACING- 2-M
CSI.
DEFL. in (loc) 1/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL) n/a - We 999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.22
Vert(CT) n/a - n/a 999
BCLL 0.0 "
Rep Stress Incr YES
WB 0.00
HOrz(CT) -0.00 4 n/a We
BCDL 7.0
Code FBC2017trP12014
Matrix-R
Weight: 20 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
1 =
19315-11-8 (min. 0-1-8)
4 =
193/5-11-8 (min. 0-1-8)
Max Harz
1 =
70(LC 12)
Max Uplift
1 =
-46(LC 12)
4 =
-58(LC 9)
Max Grav
1 =
193(LC 1)
4 =
193(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF, h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurtent 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
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 46 lb uplift at
joint 1 and 58 lb uplift at joint 4.
LOAD CASE(S)
Standard
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64515rm,
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haft All,
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Fat Plerce, ft 34946
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Job
Truss
I was I ype
ty y
e
A0209305
WRMSCM15IS0BIL
VM10
Valley
1 1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.wm Run: 8.2.0 s Ma 18 2018 Print: 8.210 s May 18 2018 MiTex Industries, Ina Thu Feb 21 14:45:08 2019 Page 1
ID:Id_I�OXyyT61Bi_TXoljwH HzefvK-3d9OLxn5AxlzeODz?05Frl8U1 NnEXjao46sw7Hziugv
8-0-0
8-0-0
2x4 % 5
1.5x4 11
1.5x4 11
4
1.5x4 II
LOADING(psf)
SPACING-
2-"
CSI.
DEFL,
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(LL)
nla -
nla
999
TCDL 10.0
Lumber DOL
1.25
BC 0.11
Vert(CT)
We -
nla
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.12
Horz(CT)
0.00
We
We
BCDL 7.0
Code FBC2017/IP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0.0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
89f7-11-8 (min. 0-1-8)
4 =
111/7-11-8 (min. 0-1-8)
5 =
33517-11-8 (min.0-1-8)
Max Hom
1 =
147(LC 12)
Max Uplift
4 =
-51(LC 12)
5 =
-155(LC 12)
Max Grav
1 =
89(LC 1)
4 =
111(LC 1)
5 =
335(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=275/117
WEBS
2-5=-2721418
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-secend gust)
Vasd=124mph; TCDL=4.2psF BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and G-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions. shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psi bottom
chord live load noncencument with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chard in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 51 lb uplift at
joint 4 and 155 lb uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 31 lb FT=10%
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Anthony T. Tambo lll, P.E.
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4Tomb
10083
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44515L Wtle Blvd.
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fmt Pi&cE,R 34946
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Job
Truss
cussType
y
A0209306
WRMSCM156081L
VM12
Valley
1
1
4*
Job Reference o clonal
A-1 Roof Tmsses, Fort Pierce, FL 34946, design@al Vussmrn
6
Run: 8.2f0 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, In¢ Thu Feb 21 14:45:09 2019 Page i
ID:ld OOXyyT61Bi_TXoljwHHzefvK-XgIPYHnjxEtgG9o9Y5cUOEgeOn6XG9a1JmbTfkziuqu
10-0-0
10-M
2x4 - 5 4
1.5x4 II 1.5x4 II
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.31
Vert(LL)
n1a -
n/a
999
TCDL 10.0
Lumber DOL
.1.25
BC 0.17
Vert(CT)
nla -
We
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.14
Horz(CT)
0.00 4
n/a
We
BCDL 7.0
Code FBC2017/TP12014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation aulde.
REACTIONS. (lb/size)
1 =
12419-11-8 (min. 0-1-8)
4 =
145/9-11-8 (min. 0-1-8)
5 =
414/9-11-8 (min. 0-1-8)
Max Horz
1 =
188(LC 12)
Max Uplift
4 =
-67(LC 12)
5 =
-190(LC 12)
Max Gmv
1 =
124(LC 1)
4 =
145(LC 1)
5 =
414(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=314/128
WEBS
2-5=-330/474
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C.Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions. shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonc incurrent with any other live loads.
4) ` This truss has been designed fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 67 lb uplift at
joint 4 and 190 lb uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 40 lb FT = 10%
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Anthony tF[, PE.
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mdYRtKW&Wbu1AtlX6'MMditndquad0TmbiegatlMk®W.ftnqm2fd
480083
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4451 Sr. lode Blvd.
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Job
I nlss
I russ ype
Qty Ply
e
A020930]
WRMSCM15o081L
VU14
Valley
1 1
Job Reference (optional)
A-1 Roof Trusses, Fart Pierce, FL 34946, design@albruss.com
3x4 i
Run: 8.210 s Ma 18 2018 Pnnt 8.210 s May 182018 MTek Industries, Inc. Thu Feb 21 14:45:09 2019 Pagel
12-0-0
ID:Id_O(�XyyT61Bi_TXoljwHHzefvK-XojPYHnjxEtgG9o9Y5cUOEgoQn4WG9EIJmbTfkziuqu
12-0-0
1.5x4 II
1.5x4 II
3
1.5x4 II
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in (too)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.44
Vert(LL)
n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.30
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.16
Hom(CT)
0.00 4
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
MatdxS
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
puffins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
153/11-11-8 (min. 0-1-8)
4 =
174111-11-8 (min. 0-1-8)
5 =
503/11-11-8 (min. 0-1-8)
Max Hom
1 =
229(LC 12)
Max Uplift
4 =
-81(LC 12)
5 =
-232(LC 12)
Max Gray
1 =
153(LC 1)
4 =
230(LC 19)
5 =
503(LC 1)
FORCES. (Ib)
Max. CompdMax. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=363/149
WEBS
2-5=-402/545
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
.DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load noncencument with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL=
7.Opsf.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 81 lb uplift at
joint and 232 Ib uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 48 lb FT=10%
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Anthony T. Tombo ill, P.E.
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4451 Sr. Lucie Blvd.
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Fart Plerce,A. 34946
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JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTL01 9
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 @ TC
A (3) 16d Toe Nails @ BC
0
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
3ch Corner Jack's
(2) 16d Toe Nails
), TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
Aiftm T. 'IV III, P.E.
SsaeBY
445LSt.Iiicle Blvd,
Fbt P(,eicz fL�349A6z
FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL I STDTL03
AA ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1'-3' MAX.
DIAL. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLOG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES
24' D.C.
2XG DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - IOd COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN. WITH TWO. 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
V(5) - IOd COMMON WIRE NAILS.
ENO WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. -VERTICAL
NAILING SCHEDULE:
- FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF I0d'(131'
X 3') NAILS SPACED 6' O.C.
- FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM).
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 SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
\S ARE NOT ADDRESSED HERE. /
STANDARD GABLE /
TRUSS
UKAL
TRUSS
etinm
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVI13E 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.
STANDARD PIGGYBACK TRUSS
JULY 17, 2017 ,,, KIK,� I, Ikl M=A„ STDTLO44
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5- X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH 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.
Antlmnj T TouR I11, RE.
6 64083
4451 % I.We 810,
FOrtlk& :ft 34M
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
4 .
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
VALLEYTRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
01*01L11
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X0.131'=10d
2. WOOD SCREW =4.5' WS45 LISP 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 NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
BASE TRUSSES
""^'.E END, COMMON
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS 42 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.
Anthony 7: Tomho 111, P.E.
0 80083
4451 St. Late Blvd.
Fart Merte, FL 34946,
FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494
772-009-1010
SECURE
W/(
VALLEY TRUSS
(TYPICAL)
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10d
2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM)AND SECURE PER DETAIL
'A'
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
— - - - - - — - - TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. -
6. NAILING DONE PER NOS- 01.
GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 4W O.C.
TRUSS, OR GIRDER 7
TRUSS 1
DETAIL A
(NO SHEATHING) N.T.S.
BASE TRUSSES
GABLE END, COMMON
TRUSS, OR GIRDER
P r2 VALLEY TRUSS TRUSS
(TYPICAL)
SEE DETAIL'A'
BELOW (TYP.)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT= 30 FEET
ROOF PITCH =MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD =50 PSF
ATTACH 2X4 CONTINUOUSil2
MAX SPACING = 24' O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/ TWO USP
MINIMUM REDUCED DEAD LOAD OF 8 PSF ON THE TRUSSES.
WS3 (i/4' X 3-) WOOD SCREWS
INTO EACH BASE TRUSS.
',ko 07T.cTwbP in, P.E
4 80083
4451SL Jude Blvd,.
Fmt:Pi 'Fl 34946,
JULY 17, 2017
I 1\VJJLV V/1LLL 1 JL 1 VL 1l11L
(HIGH WIND VELOCITY)
STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE.BLVD.
FORT PIERCE, FL 34M
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7.98, ASCE 74
WIND DESIGN PER ASCE 7-10: 170 MPF
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 VA
SUPPORTING TRUSSES DIRECTLY UNL�.....�.�, -
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'- 10" ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON-BEVELEDL I I MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12112 PITCH)
AAftny T. Tombo I11,.P.E.
II ®0083.
4451 St..Luoe Blvd..
"P*C4e FL 34446
FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 -
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
V/10d NAILS, G' D.C.
VIER
STUI
SECTION B-B
A-1 ROOF TRUSSES
4451 ST. LUCIE SLVD.
FORT PIERCE, FL 34945
772dOs-1010 TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12
Q VARIES TO COMMON TRUSS
* DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B
V
24' MAX.
NOTE:
1. MINIMUM GRACE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR -INDIVIDUAL TRUSS 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' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4'-O' O.C.
S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240
VERTICAL
2X6 SP DR SPF
STUDVIBRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED S' O.C.
(2) lOd NAILS
INTO 2XG2X6
SP OR
_ _ _SPF
#2
2X4 SP ORSPF
#2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
V/(4) - 10d 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) Ed NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
12' MAX.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE OS-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP101STUD
12'0.C.
3-6-10
5&ll
6&11
11-1-13
2X4 SP#31 STUD
16'0.C.
3-3-10
4-9.12
6$-11
9.10-15
2X4SP931STUD
24'0.C.
2-6.6
3-11-3
5-4-12
6.1.2
2X4_SP #2
12' D.C.
3-10-15
5E-11
6-6-11
11-8-14
2X4SPa2
16'O.C.
� 3.6-11
4-9-12
6-6-11
104_0
2X45P i2
24'0.C.
3-1-4
3-11-3
6-2-9
9-3-13
'-- DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - S' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
(2) - IDd
NAILS
TRUSSES @ 24' O.C.
2X6 DIAGONAL BRACE
SPACED 413' O.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
FEET
FEbRUARY 17, 2017 I WITH 2X BRACE ONLY I STDTL09
NOTES:
T—BRACING/ I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER SOX OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T—BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
10d
6' O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON
. TWO—PLY TRUSSES NAIL TO BOTH PLIES)
BRACE
SIZE FOR ONE —PLY
TRUSS
SPECIFIED CONTINUOUS 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
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
2XB
2X8 T—BRACE
2XB 1—BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTL10 a
AA ROOF TRUSSES -
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772 409-1010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRDNGBACK' IS RECOMMENOED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRDNGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING
— OFTHE-METHODS-ILLUSTRATED-BELOW.
ANY
NOTE 2: STRDNGBACK 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
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 (00 NOT
ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
VEB WITH (3) - 1Dd SCAB WITH (3) - 10d
NAILS (0.131' X 3') NAILS (0131' X 3'). ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
USE METAL FRAMING J Z 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) -, 10d
NAILS (0131' X 3')
TRUSS 2X6 4' - 0' WALL
STRDNGBACK (TYPICAL SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(D.216' DIAD
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRDNGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - G' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - IOd NAILS (0.131' X 3')
EDUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRDNGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRDNGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY17,2017 I LATERAL TOE -NAIL DETAIL I STDTL11
Al ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
cs
o
.135
93.5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
ri
.12B
74.2
67.9
5B.9
57.6
50.3
co
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
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X B45 (LB/NAIL) X 1.15 IDOL = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
C2X4) 3 NAILS
FV7NEAR SIDE
NEAR SIDE
NEAR BIDE
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 UPLIFT TOE -NAIL DETAIL STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-4MI010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF I
SPF
SPF-S
L7
.131
59
46
32
30
20
Z
0
-
-J -
.135-
60 -
48 -
-- 33—
30—
- 20-
N
.162
72
58
39
37
25
J
2
()
.128
54
42
28
27
19
Z
Z
OJ
.131
55
43
29
28
19
W
.148
62
48
34
31-
21
J
i )
J
N
Q
M
Z
.120
51
39
27
26
17
z
Z
.12B
49
38
26
25
17
O
.131
51
39
27
'26
17
.148
57
44
31
28
20
M7
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 3D• WITH THE MEMBER AND STARTED1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE ENO 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 3-9') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 133 (ODL FOR WIND) = 140 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60.
3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
USE (3) TOE -NAILS ON 2X4 BEARING WALL
*� USE (4) TDE-NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S
L=
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
END VIEW
FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTL13
4
J
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
1.0x4
W NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL I STDTL14
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST..LUCIE BLVD.
FORT PIERCE, FL 34946
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
Mfto T. Tambo III, P.E.
a 80081
4451 SL L e
fart Plm IL 34946
FE8i2UARY 17 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
—AA ROOF TRUSSES
4451 ST. LUCIE BLVD,
FORT PIERCE, FL 34946
772-069-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LES) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
32
4B
36'
26B1
4022
2454
3681
2074
3111
2125
31B7
3B
57
40
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5485
3346
5019
2829
'4243
2898
4347
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6)SPACED' 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.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 REOUIREO (L) IS CALCULATED "AS FOLLOWS: L = (2) X + C
• 10d NAILS NEAR SIDE
+ IOd NAILS FAR SIDE
BREAK
6' MIN
THE LOCATION OF THE BREAK MUST BE GREATER
THE REQUIRED X DIMENSION FROM ANY PERIMETER
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THAN OR EQUAL TO
BREAK OR HEEL JOINT
(SEE SKETCH ABOVE).
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS 1 STDTL16+` '
AA ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-4M1010
TRUSS CRITERIA:
LOADING: •40-10-0-10
DURATION FACTOR: 115
SPACING: 24. O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
ENO 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 (14B' 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 SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
lnl.1;irakill
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.