HomeMy WebLinkAboutTRUSS ENGINEERING4451 ST. LUCIE BLVD.
FORT PIERCE, FL
34946
PHONE: (772) 409-1010
FAX: (772) 409-1020
A FLORIDA. C MPOFRA 'BOA[.
TRUSS ENGINEERIN
BUILDER: NEANDROSS
PROJECT: TRADE WINDS
MODEL: DUPLEX BUILDING
Job# 57276
REVISIONS: DISTRIBUTION: October 8, 2013
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job 57276 A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
Site Infor ation:
Custo er Info: NEANDROSS ESTATE HOMES, INC Project Name: TRADEWINDS
Lot/Block Model: DUPLEX BUILDING
Address: Subdivision:
City: County: Martin 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 Ci' de: FBC2010/TPi2007 Design Program: MiTek 20/20 7.4
Wind Coe: ASCE 7-10 Wind Speed: 170 MPH
Roof Loak 45.0 psf Floor Load: 55.0 psf
This package includes 49 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms1to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal
#
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0240626
A01
10/8/13
13
A0240638
A14
1018/13
25
A0240650
CJ5
10/8/13
2
A0240627
A02
10/8/13
14
A0240639
A15
1018/13
26
A0240651
CJ5A
10/8/13
3
A02
0628
A03
10/8/13
15
A0240640
A16
10/8/13
27
A0240652
F01
10/8/13
4
A02
0629
A04
1018/13
16
A0240641
A17
10/8/13
28
A0240653
F02
10/8/13
5
A02
0630
A05
1018/13
17
A0240642
A18
10/8/13
29
A0240654
F03
10/8/13
6
AO
40631
A06
10/8/13
18
A0240643
A19
10/8/13
30
A0240655
F04
10/8/13
7
AO 40632
A07
1018/13
19
A0240644
B01
10/8/13
31
A0240656
F05
10/8/13
8
AO*,' 0633
A08
1018/13
20
A0240645
B02
10/8/13
32
A0240657
F06
1018/13
9
AO 40634
A09
10/8/13
21
A0240646
CJ1
10/8/13
33
A0240658
F07
10/8/13
10
AO 40635
All
1018/13
22
A0240647
CAA
10/8/13
34
A0240659
F08
10/8/13
11
AO 40636
Al2
1018/13
23
A0240648
CJ3
10/8113
35
A0240660
F09
10/8/13
12
AO
40637
A13
1018/13
24
A0240649
CJ3A
1018/13
36
A0240661
F11
10/8/13
The truss drawing(s) referenced have been prepared by MiTek
Industries, Inc. under my direct supervision based on the parameters
providecj by A-1 Roof Trusses, Ltd.
Truss
1My lic
NOTE
for any
designs
3n Engineer's Name: Julius Lee
renewal date for the state of Florida is February 28,2015
ie seal on these drawings indicate acceptance of
ial engineering responsibility solely for the truss
its shown.' The suitability and use of this component
rticular building is the responsibility of the building
per ANSI/TPI-1 Sec. 2.
Page 1 of 2
Julius Lee, PE / Florida Certification Number 34869
1109 Coastal Bay, Boynton Beach, FL 33435
10/8/13
\ \/i
_\r-ENSp
* N 34869
� C��JIJ�-� _
?3 W _
STATE OF \�441�
�i FCORIDP'.
1109 COASTAL BAY
BOYNTON BEACH,FL 33435
I
RE: Job
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
'- A-1 ROOF These truss designs rely on lumber values established by others.
TRU55E5
A FLORIDA CORPORATION
No.
Seal
Truss Name
Date
37
A024 662
F12
10/8/13
38
A0240663
F13
10/8/13
39
A024D664
F14
10/8/13
40
A024665
F15
10/8/13
41
A024 b 666
F16
10/8/13
42
A0240667
F17
10/8/13
43
A024,0668
F18
10/8/13
44
A0240669
F19
10/8/13
45
A0240670
HC6
10/8/13
46
A*0671
HJ7
10/8/13
47
A02
0672
HNA
10/8/13
48
A02�0673
J7
10/8/13
49
A02
40674
J7A
10/8/13
Page 2 of 2
JOD
11
Truss
Truss Type
Uty�Ply
57278
A01
Special Truss
1
1ob
[RAIDEVVINDS1
Reference (optional)
A muur
FORT PIERCE, FL 34946 7.420 s May 10 2013 MITek Industries, Inc. Thu Oct 03 15:16:212013 Page 1
ID: Wp_ZvMeaGsNn_MITW2iMbmyzAwn-j6pxLcBN2KeH7wX8_9oiLmjS2yltSyc6Ypetg5yX5iq
-1-10-6 0-0 3-0-0 6-10-0 14-4-11 21-5-0
1-10- 3-0.0 3-10-0 7-6-11 7-0-5
2x4 11 Scale = 1:57.1
6.00 12 7
13 11 3x4 = 3x4 = 6x6 =
3x6 = 3x4 =
0-00 3-0-0 3-0-0 9-0-5 12-0A 94-12 21 5
LOADIN
13 (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL
20.0
Plates Increase -
1.25
TC 0.80
Vert(LL)
-0.29
8-9
>881
360
MT20
244/190
TCDL
15.0
Lumber Increase
1.25
BC 0.98
Vert(TL)
-0.58
8-9
>437
240
MT20H
187/143
BCLL
0.0 •
Rep Stress [nor YES
WB 0.62
Horz(TL)
-0.05
8
n/a
n/a
BCDL
10.0
Code FBC2010frP12007
(Matrix-M)
Wind(LL)
0.20
9-11
>999
240
Weight: 131 lb
FT = 20%
TOP CH(JRD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CH O RD 2x4 SP No.2
WEBS 2x4 SP N0.3
WEDGE
Left: 2x4,SP No.3
BRACING
TOP CHORD
Structure' wood sheathing directly applied or 3-1-10 oc
purlins, �xcept end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row a midpt 7-8, 6-8
MiTekff-commends that Stabilizers and required
cross diSacing be installed during truss erection, in
REACTIONS (lb/size)
8 1I 951/Mechanical
2 =1
HO1
1094/0-8-0 (min. 0-1-8)
Max
2 - I
Max Uplift
659(LC 12)
8 1
-600(LC 12)
2 1
-369(LC 12)
Max Grly
8
982(LC 21)
2 =;;
1094(LC 1)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except v$en' shown.
TOP CHORD
2-14=-4�'�7/0, 3-14=-2366/1046,
3-4=-25#/1241, 4-5=-1255/449,
5-6=-10$,0/453, 7-8=-246/303
BOT CMPRD
13-15=-773/628, 11-15=-1913/2433,
10-11=-1I679/1903, 9-10=-1679/1903,
9-16=-814/924, 16-17=-614/924,
8-17=-814/924
WEBS LI
3-11=-405/358,4-11=-353f746,
WEBS
3-11=-465/358,4-11=-353f746,
4-9=-839/867, 6-9=-354f779,
6-8=-1288/1143, 2-13=-741f794,
14-15=-254/231, 13-14=-651/212,
2-15=-397/543
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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) All plates are MT20 plates unless otherwise
indicated.
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, with BCDL =
10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 600 lb uplift
at joint 8 and 369 lb uplift at joint 2.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
JOD
TWSS
I nJss Type
ty My
A0z4062ti
57276
A02
Special Truss
2
' 1
�TRADEWINDS
_
Job -Reference ioptionao
Ai Ruur TRUSSES, FORT rimmur, rL J4a4o Kun: /.4Zu s May 1 u 2u13 Nnnt: 1.420 s May 10 2013 MITBK Industries, Inc. Thu Oct 03 15:14:35 2013 Page 1
ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-3G1YhudWuCrocr011V wT3pbcP26g8DKzfVR3myX5jY
gg p
-1-101-10-8-0-0 3.0.0 3 0-0 3-9-13 6-9-12 7-6-15 14-4-11 6-7-5 2b 5�21-5-0
2x4 11 Stale = 1:56.9
6.00 12 7
_ 1.5x
9
13 " t1
3x6 =
3x4 = 3x4 = 3x4 = US _
0-0-0
3 0.0 3-0-0 9-0-2
12-0-2
9-4-14
21-5-0
t
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
([cc)
Vdefl
L/d
PLATES
GRIP
TCLL
20.0
Plates Increase
1.25
TC 0.80
Vert(LL)
-0.29
8-9
>876
360
MT20
244/190
TCDL
15.0
Lumber Increase
1.25
BC 0.98
Vert(TL)
-0.59
8-9
>435
240
MT20H
187/143
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.62..
Horz(TL)
-0.05
8
n/a
n/a
BCDL
10.0
Code FBC2010/TP12007
(Matrix-M)
Wind(LL)
0.20
9-11
>999
240
Weight: 131 lb
FT- 20%
LUMBER
TOP CHORD 2x4 SP No.2 *Except*
. T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-1-10 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing.
WEBS
1 Row at midpt 7-8, 6-8 .
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS (Ib/size)
8 =
951/Mechanical
2 = 1094/0-8-0 (min. 0-1-8)
Max Horz
2 =
659(LC 12)
Max Uplift
8 =
-600(LC 12)
2 =
-369(LC 12)
Max Grav
8 =
983(LC 21)
2 =
1094(LC 1)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less
except when shown.
TOP CHORD
2-14=-427/0, 3-14=-2365/1046,
34=-2534/1239, 4-5=-1257/450,
5-6=-1051/453, 7-8=-245/303
BOT CHORD
13-15=-774/628, 11-15=-191312432,
10-11=-1682/1907, 9-10=-1682/1907,
9-16=-814/924, 16-17=-814/924,
8-17=-814/924
WEBS
3-11=-462/354, 4-11=-348/740,
WEBS
3-11=-462/354, 4-11=-348/740,
4-9=-841/869,6-9=-354/780,
6-8=-1288/1143, 2-13=-741/794,
14-15=-254/232, 13-14=-651/212,
2-15=-397/543
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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) All plates are MT20 plates unless otherwise
indicated.
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, with BCDL =
10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 600 lb uplift
atjoint 8 and 369 lb uplift at joint 2.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
4
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
Truss lypff
y
A0240626
57276
A03
Special Truss
2
�TRADEWNDS
1
Job Reference (optional)
Al ROOFirRUSSES, FORT PIERCE, FL 34946 Run: 7.420 s May 10 2013 Print 7.420 s May 10 2013 MITek Industries, Inc. Thu Oct 0315:14:36 2013 Page 1
IO:Wp_ZvMeaGsNn_MITW2iM bmyzAwn-XSbwuEeBfVzfE?aysCV9DHMm2pO PPbZUCI E7bCyX5JX
1-10T-10-80 0-0 3-0-0 3-0-0 3-10-0 6-10-0 7-6-11 r 14-4 4-7-5 -11 19-0-0 2-5-0 21-5.0
, 1
US MT20Hs Scale = 1:53.5
3x4 11
6.00 12 B
7
US = 3x4 =
0-0-0 3-0-0
3-0-0
12-0-4
bxb =
21-5-0
LOADII
I
G (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL
20.0
Plates Increase
1.25
TC 0.82
Vert(LL)
-0.29
9-10
>B87
360
MT20
2441190
TCDL
15.0
Lumber Increase
1.25
BC 0.97
Vert(TL)
-0.57
9-10
>445
240
MT20H
187/143
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.62
Horz(TL)
-0.05
9
n/a
n/a
BCDL
10.0
Code FBC2010/TP12007
(Matrix-M)
Wind(LL)
0.21 10-12
>999
240
Weight: 129 lb
FT = 20 A
TOP CHORD 2x4 SP No.2 *Except*
11 T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 1I 2z4 SP No.3
WEDGE
Left: 2A SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-1-5 cc
purlins I except end verticals.
BOT CORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 8-9, 6-9
MiTeNI recommends that Stabilizers and required
crossl bracing be installed during truss erection, in
REAL IONS (lb/size)
9 951 /Mechanical
2 109410-8-0 (min. 0-1-8)
Max Horz
2 590(LC 12)
Max U lift
9 519(LC 12)
2-398(LC 12)
FORCPS (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except;;when shown.
TOP CHORD
2-15=-434/24, 3-15=-2399/1172,
3-4=-2572/1374, 4-5=-1284/566,
5-6=1,078/569
BOT CHORD
14-16 723/611, 12-16=-1921/2435,
11-12--1678/1901, 10-11=-1678/1901,
10-17 i-807/922, 17-18=-807/922,
WEBS
3-12=-469/372, 4-12=-367/752,
4-10=-840/872, 6-10=-356/777,
6-9=-1274/1124, 2-14=-745/814,
15-16=-253/227, 14-15=-663/260,
2-16=-402/545
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.0psf; h=25ft;
Cat. II; Exp C; 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 =
10.0psf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 519 lb uplift
at joint 9 and 398 lb uplift at joint 2.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
72, 4-12=-367/752, Standard
72,6-10=-356/777,
124, 2-14=-745/814,
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
o
tuss
Truss lype
Qty
ply
TRADEWINDS
�A04
A024062+a
57276
Special Truss
2
1
-"
Job Reference (optional)•- � -
run: 1.42u s May 1U ZU13 Pnnt 7.42U s May 1 U 2013 MiTSK Industries, Inc. Thu Oct 03 15:14:37 2013 Page 1
ID: Wp_ZvMeaGsNn_MITW21MbmyzAwn-?f916ZfnQp5 Wr99hPw00ZUvu?Dkg82jdQy_Y7eyX5j W
1-10 8-10-8'ao 3-0 0 3 0 0 3 10-0 6 10-0 7-6-11 14-4-11 2 7 5 17-0-0 4.5-0 21-5-0
3x4 = 3x4 11 Scale: 1/4"=1'
6 7
3x6 = 3x4 = 3x4 = 3x4 = 6x8 =
0-0-0 3 0 0 3-0-0
12-04
Plate Offsets (X,Y):
[6:0-2-0,0-2-81
LOADING(psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 1.00
Vert(LL)
-0.29
8-9
>894
360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.97
Vert(TL)
-0.57
8-9
>448
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.62
Horz(TL)
-0.05
8
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Wind(LL)
0.21
9-11
>999
240
Weight: 127 lb FT = 20%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 7-8, 5-8
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS (lb/size)
8 =
951/Mechanical
2 = 1094/0-8-0 (min. 0-1-8)
Max Horz
2 =
528(LC 12)
Max Uplift
8 =
-455(LC 12)
2 =
-416(LC 12)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-14=-439/47, 3-14=-2421/1265,
34=-2592/1468, 4-5=-1304/658
BOT CHORD
13-15=-675/593, 11-15=-1909/2429,
10-11=-1669/1898, 9-10=-1669/1898,
9-16=-780/911, 16-17=-780/911,
8-17=-780/911
WEBS
3-11=-467/375,4-11=-364/748,
4-9=-848/889, 5-9=-3671781,
5-8=-1258/1091, 2-13=-748/828,
14-15=-252/223, 13-14=-673/299,
2-15=-403/544
WEBS
3-11=-467/375,4-11=-364748,
4-9=-848/889, 5-9=-367f781,
5-8=-1258/1091, 2-13=-748/828,
14-15=-252/223, 13-14=-673/299,
2-15=-403/544
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 455 lb uplift
at joint 8 and 416 lb uplift at joint 2.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
+r
Job
Truss
Truss Type
Qty.
y
TRADEWINDS
A0240630
57276
A05
Half Hip
2
1
Job Reference (optional)
?S, FORT PIERCE, FL 34946 Ruh: 7.420 s Me 10 2013 Print: 7.420 s May 10 2013 MiTak Industries, Inc. Thu Oct 0315:14:38 2013 Pagel
p ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-UrjgJvfPA6ENTJktzdXd5iR33d6vtRRnfcj6f4yX5jV
-1-10 8 -10-80 �I 08-0 2-4-0
3-0"0 5-0-13 8-0-13 6 11 3 15-0-0 5-9-0 20-,9821 5-0
5x6 = v 0 Scale = 1:45.4
3x4 11
5 6
3x6 = 3x4 = -.-sxo m i zun=ax4 — 6x6 =
a0 &0&0 2-4-0
3-0 0 7-11-2 10-11-2 9-9-13 20-f9W1-5-0
Plate Offsets
(X Y)•
[5.0-3-8 0-2-4)
LOADI
G (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL
20.0
Plates Increase
1.25
TC 0.98
Vert(LL)
-0.41
7-8
>615
360
MT20
244/190
TCDL
15.0
Lumber Increase
1.25
BC 0.84
Vert(TL)
-0.82
7-8
>311
240
MT20H
187/143
BCLL
0.0
Rep Stress Incr
YES
WB 0.85
Horz(TL)
-0.04
7
n/a
n/a
BCDL
10.0
Code FBC2010/TPI2007
(Matrix-M)
Wind(LL)
0.22
8-10
>999
240
Weight: 126 lb
FT = 20%,
TOP C ORD 2x4 SP No.2
BOT C ORD 2x4 SP No.2 *Except*
11 B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE'
Left: 2x4, SP N0.3
BRACING
TOP CHORD
wood sheathing directly applied, except end
BOT C ' O
Rigid c2 lingRD directly applied or 4-0-2 oc bracing.
WEBS II
1 Row at midpt 5-7
MiTeK. recommends that Stabilizers and required
cross bracing be installed during truss erection, in
REACTIONS (lb/size)
7 ii 951/Mechanical
2 i,i 1094/0-8-0 (min.0-1-8)
Max Horz
2 1 466(LC 12)
Max Uplift
7-409(LC 9)
2 �-427(LC 12)
Max. Cbmp./Max. Ten. - All forces 250 (lb) or less
except When shown.
TOP CHORD
2-13=-471/83, 3-13=-2410/1382,
3-4=-2640/1664, 4-5=-1499/904
BOT C�1ORD
12-14=622/555, 10-14=-1926/2401,
9-10=-J466/1766, 8-9=-1486/1766,
8-15=-639/766, 15-16=-639/766,
7-16=439/766
WEBSII
3-10=-586/513, 4-10=-618/870,
4-8=-756/845, 5-8=-642/1066,
5-7=-1 j-24/962, 2-12=-771/847,
WEBS
3-10=-586/513, 4-10=-618/870,
4-8=-756/845,5-8=-642/1066,
5-7=-1124/962, 2-12=-771 /847,
12-13=-676/340, 2-14=-407/540
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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 =
10.0psf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 409 lb uplift
at joint 7 and 427 lb uplift at joint 2.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of, this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
fussType
QtY
]PIT]TRADEVVINDS
A02406-Job
57278
A06
HALF HIP TRUSS _ -
2
Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
Run: 7.420 s Mayy 10 2013 Print: 7.420 s May 10 2013 MITek Industries, Inc. Thu Oct0315:14:39 2013 Page 1
ID:Wp_ZvMeaGsNn_MITW21MbmyzAwn-yt G3WFglxQME5TJ3XK2sev_l01 QicyewuGTfCXyXe5jU
-1-10-8 0-0-0 3-0-0 8-0-1 13-0-0 17-2-8 21-5-0
�1-10 8 3-0-0 5-0 1 4-11-15 4-2-8 4-2-8
Scale = 1:42.2
4x6 =
3x4 = 1,5x4 11
6 7
3x6 = 3x4 = °X0 m i Zun— 3x8 = BY61=
0-0-0 3-0-0
3-0-0
10-0-0
13-0-0
6-5-0
121-5-0
Plate Offsets_(X,Y):
[2:0-0-0,0-0-111
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plates Increase
1.25
TC
0.75
Vert(LL)
-0.25
9-11
>999
360
MT20
244/190
TCDL 15.0
Lumber Increase
1.25
BC
1.00
Vert(TL)
-0.73
9-11
>351
240
MT20H
1871�1 43
BCLL 0.0
Rep Stress Incr
YES
WB
0.60
Horz(TL)
0.05
8
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Wind(LL)
0.25
9-11
>999
240
Weight: 131 lb
FT = 20%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-1-7 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 6-8
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation oulde.
REACTIONS (Ili/size)
8 =
951/Mechanical
2 =
1094/0-8-0 (min. 0-1-8)
Max Horz
2 =
404(LC 12)
Max Uplift
8 =
-417(LC 9)
2 =
-431(LC 12)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-14=-453/115, 3-14=-2496/1433,
34=-2742/1745, 4-5=-11641739,
5-6=-1000/758
BOT CHORD
13-15=-554/560, 11-15=-1879/2454,
10-11=-1418/1633, 9-10=-1418/1633,
9-16=-503/629, 16-17=-503/629,
8-17=-503/629
WEBS
3-11 =-614/575, 4-11 =-654/1103,
4-9=-776/804, 6-9=-466/678,
6-8=-1123/916, 2-13=-747/B66,
WEBS
3-11=-614/575, 4-11=-654/1103,
4-9=-776/804,6-9=-466/678,
6-8=-1123/916,2-13=-747/866,
14-15=-251/131, 13-14=-692/368,
2-15=-399/546
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; 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 =
10.0psf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 417 lb uplift
at joint 8 and 431 lb uplift at joint 2.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
i
toss
fuss We
y
TRADEWINDS
A0240632
lJob
57276
A07
HALF HIP TRUSS
2
1
Job Reference (optional
0-0-0 _ _ _ 3-0-0
5-6-9
Zun: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MiTek Industries, Inc. Thu Od 0315:14:40 2013 Page 1
ID: Wp_ZvMeaGsNn_MITW2IM bmyzAwn-QDgRkbhfikU5jcuG52Z5A7XTPQp2LP736wCCkzyXSjT
11-0-0 5-2-8 16-2-8 5-2-8 21-5-0
Scale = 1:42.2
4x6 = 3x4 1.5x4 11
=
5 6 7
3x6 =
3x4 = ... ".. — — 3x8 = 6x6 =
0-0-0 3-0-0
3-0-0
LOADING
(psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TPI2007
LUMBE
TOP C ORO 2x4 SP N0.2
BOT C ORD 2x4 SP No.2 `Except`
132: 2x4 SP M 30
WEBS I 2x4 SP No.3
OTHER3 2x4 SP No.3
WE
Left: 2x_ SP No.3
BRACING
TOP CF ORD
Structur6l wood sheathing directly applied or 3-4-5 oc
purlins, except end verticals.
BOT C ORD
Rigid ce ling directly applied or 4-2-3 oc bracing.
WEBS �1
1 Row at midpt 6-8
MiTe I recommends that Stabilizers and required
cross racing be installed during truss erection, in
accordance with Stabilizer Installation guide.
11
REACTIONS (lb/size)
8 951/Mechanical
2 �i 1094/0-8-0 (min. 0-1-8)
Max Horz
2 i 342(LC 12)
Max Uplift
2 I-428(LC LC 2)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except,ahen shown.
TOPCORD
2-14=- 37/91, 3-14=-2389/1471,
3-4=-2823/1628, 4-5=-1432/905,
5-6=-1 �46/924
BOT CHORD
13-15 1518/523, 11-15=-1805/2322,
10-11 jJ'1671/1984.9-10=-1671/1984,
9-16=-691/863, 16-17=-691/863,
8-17=- 91/863
WEBS
3-11=- 81/301,4-11=-231/524,
4-9=-8b8/812, 5-9=0/268, 6-9=-334/551,
6-8=-1i,�96/988, 2-13=-746/851,
11-0-0
8-0-0
CSI
DEFL
in
(loc)
I/dell
Ud
TC 0.67
Vert(LL)
-0.23
8-9
>999
360
BC 0.80
Vert(TL)
-0.59
8-9
>432
240
WB 0.59
Horz(TL)
0.05
8
n/a
n/a
(Matrix-M)
Wind(LL)
0.19
9-11
>999
240
WEBS
3-11=-381/301, 4-11=-231/524,
4-9=-808/812, 5-9=0/268, 6-9=-334/551,
6-8=-1196/988, 2-13=-746/851,
13-14=-677/393, 2-15=-388/524
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.0psf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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 =
10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 425 lb uplift
at joint 8 and 428 lb uplift at joint 2.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
21-5-0
PLATES
GRIP
MT20
244/190
MT20H
187/143
Weight: 123 Ib
FT = 20%,
I
i
I
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
ion
Truss
Fruss Type
ly
A08
Half Hip
�PIY
2
1ob
[RAIDEWINDSA02406$357276
Reference (optional)-
Al KUUt- I KUbbtb, rUK I PItKUt, I-L 3494b Run: 7.42U a May 113 2U13 Print: 7.42U s May 10 2U13 MITaK Industries, Inc. Thu Oct 03 15:14:41 2013 Page 1
ID: Wp_ZvMeaGsNn_MITW21MbmyzAwn-uQOpxxiHT1 cyKmTSel5KjK3fyg6B4vg2�pDLaymGPyXSJS
-1-10-81-10 8 0-00-8 Q8-0 2-4-0 3-0 0 6-0-0 9-0-0 6-3-15 15-3-15 5-5-1 25
0 0 B �j1-
Scale = 1:41.9
5x6 —
6.ao 12 4
3x4 =
5
2x4 11
6
3x6 = 3x4 = 3xq — 3xq — W6 —
0 0 958-0 2-4-0 3-0-0
9 2-13
12-2-13
&6-4 20 9-021-5 0
P 6 U
Plate Offsets (X,Y):
[4:0-3-8 0-2-4j
LOADING(pso
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC
0.62
Vert(LL)
-0.17
8-10
>999
360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC
0.94
Vert(TL)
-0.54
8-10
>472
240
BCLL 0.0
Rep Stress Incr YES
WB
0.41
Horz(TL)
0.05
7
n/a
n/a
BCDL 10.0
Code FBC20101F1312007
(Matrix-M)
Wind(LL)
0.27
8-10
>935
240
Weight: 115lb FT,=20%
LUMBER
TOP CHORD 2x4 SP No.2 *Except"
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-4-11 cc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing.
WEBS
1 Row at midpt 4-10, 5-7
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation auide.
REACTIONS (lb/size)
7 = 951/Mechanical
2 = 1094/0-8-0 (min. 0-1-8)
Max Horz
2 = 279(LC 12)
Max Uplift
7 =-431(LC 9)
2 = -41 B(LC 12)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-13=-471/167, 3-13=-2479/1581,
3-4=-2792/1991, 4-5=-1362/985
BOT CHORD
12-14=-430/497, 10-14=-1831/2396,
9-10=-1123/1391, B-9=-1123/1391,
7-8=-921 /1171
WEBS
3-10=-748f752, 4-10=-969/1328,
5-8=-109/387, 5-7=-1400/1115,
2-12=-754/889, 12-13=-692/428,
2-14=-390/533
WEBS
3-10=-748/752, 4-10=-969/1328,
5-8=-109/387,5-7=-1400/1115,
2-12=-754/889,12-13=-692/428,
2-14=-390/533
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 431 lb uplift
at joint 7 and 418 Ib uplift atjoint 2.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P;E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
russ
Truss Type
y�Ply
TRADEWINDS
A0240634
57276
A09
HALF HIP TRUSS
2
1
Job Reference (optional)
Al KUUr I �uoor.7, rum I rl=mua, rL J4yYo
1-10-8_ ._ _ 0-0-0 _ - - 3-0-0
TCLL
TCDL
BCLL
BCDL
TOP Cl
BOT Cl
WEBS
OTHEF
WEDGI
Left: 2x
BRACII
TOP Cl
Structu
purlins,
BOT Cl
Rigid ci
WEBS
1 Row
cross r
accord
REACTI
8 =
2 =
Max Hor
2 =
Max UPI
8 =
2 =
Max. Cc
excepts
TOP CF
2-16=-9
3-4=-37
18-19=-
5-20=-3
6-21=-3
BOT Cf
15-17=-
12-13=-
11-23=-
10-24=-
.5x
1
7-0-0
Run: 7.420 s May 10 2013 Print 7.420 s May 10 2913 MiTek Industries, Inc. Thu Oct 0315:14:42 2013 Page 1
ID: Wp_ZvMeaGsNn_MITW2IM bmyzAwn-McyB9HivELkpyw2eCTcZGYclwEUMpIFMaEhJosyX5jR
15 11-5-15 5-5-2 16-11-1 45 15 21-5-0
Scale = 1:42.2
3x10 = 1.5x4 11 6x6 = ' " 3x12 = 1.5x4 11 6x6 =
0 0-0 3 0 0 7-0-0
3.0-0 4-0-0
11-5-15
4-5-15
5-5-2
16-11-1
4-5-15
21-5-0
=ts (X Y):
[2:0-0-0 0-0-7] [4:0-5-4 0-2-0]
(psf)
SPACING 2-0-0
CSI
DEFL in
(loc)
I/deft
L/d
PLATES
GRIP
20.0
Plates Increase 1.25
TC 0.92
Vert(LL) 0.23
9-10
>999
240
MT20
244/190
15.0
Lumber Increase 1.25
BC 0.81
Vert(TL) -0.40
9-10
>637
240
MT20H
187/143
0.0 '
Rep Stress Incr NO
WB 0.67
Horz(TL) 0.11
8
n/a
n/a
10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 120 lb
FT = 20%
) 2x4 SP No.2
) 2x4 SP M 31 `Except'
B2: 2x4 SP M 30
2x4 SP No.3
2x4 SP No.3
No.3
wood sheathing directly applied or 1-10-6 oc
Kcept end verticals.
RD
ig directly applied or 5-1-2 oc bracing.
nidot 6-8
be installed during truss erection, in
(lb/size)
2204/Mechanical
1960/0-8-0 (min.0-1-10)
217(LC 8)
-1258(LC 5)
-1038(LC 8)
(lb)
p./Max. Ten. - All forces 250 (lb) or less
an shown.
RD
1478, 3-16=-4118/2172,
t2034, 4-18=-3676/2076,
76/2076, 5-19=-3676/2076,
6/2076, 20-21=-3676/2076,
/716, 13-17=-2191/3841,
9/3876, 12-23=-1895/3345,
5/3345, 11-24=-1895/3345,
5/3345, 10-25=-1369/2419,
9/2419, 9-26=-136912419,
BOTCHORD
15-17=-517/716, 13-17=-2191/3841,
12-13=-2219/3876, 12-23=-1895/3345,
11-23=-1895/3345, 11-24=-1895/3345,
10-24=-1895/3345, 10-25=-1369/2419,
25-26=-1369/2419, 9-26=-1369/2419,
9-27=-1369/2419, 8-27=-1369/2419
WEBS
3-13=-293/232, 3-12=-595/354,
4-12=-350/928,4-10=-320/494,
5-10=-545/490, 6-10=-833/1461,
6-9=-93/586, 6-8=-2972/1681,
2-15=-1112/706, 15-16=-1192/605,
2-17=-449/821
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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) 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1258 lb uplift
at joint 8 and 1038 lb uplift at joint 2.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)
188 lb down and 343 lb up at 7-0-0, 68 lb down and
149 lb up at 9-0-12, 68 lb down and 149 lb up at
11-0-12, 68 lb down and 149 lb up at 13-0-12, 68 lb
down and 149 lb up at 15-0-12, 68 lb down and 149
lb up at 17-0-12, and 68 lb down and 149 lb upiat
19-0-12, and 68 lb down and 149 lb up at 21-3 4 on
top chord, and 474 lb down and 234 lb up at 7-0-0,
142 lb down and 67 lb up at 9-0-12, 142 lb down and
67 lb up at 11-0-12, 142 lb down and 67 lb up at
13-0-12, 142 lb down and 67 lb up at 15-0-12, 142 lb
down and 67 lb up at 17-0-12, and 142 lb down and
67 lb up at 19-0-12, and 142 lb down and 67 lb up at
21-34 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back (B).
i
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 34=-70, 4-7=-70, 8-15=-20
Concentrated Loads (lb)
Vert: 4=-188(F) 7=-68(F) 8=-140(F) 12=-474(F)
9=-140(F) 6=-68(F) 18=-68(F) 19=-68(F) 20=-68(F)
21=-68(F) 22=-68(F) 23=-140(F) 24=-140(F)
25=-140(F) 26=-140(F) 27=-140(F)
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435 -
o
rusS
Truss Type
y
y
A0240639
57276
A11
Half Hip
1
�TRADEVVINDS
-
Job Reference (optional) {
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.420 s May 10 2013 Print 7.420 s May 10 2013 MTek Industries, Inc. Thu Oct 03 15:14:43 2013 Page 1
ao 0o ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-goWZMdjyX?gfssgpap4drmA7oo19x7en4YkvWpuRsLlyX5jQ
-1-1018 O Bq B-p 2�03-0-0 6 6 3 9.6-3 7 5 2 16-11-4 5 7-0 20 2-80 B 0-023.5-0
Scale = 1:66.4
3x4 =
1.5x
14 lz to
3x4 = 3x8 MT20H= 6x6 =
3x6 = 3x4 =
0-(0-�Q 82 -O'0-0 9-6-10 12-6-11 1D-2-5 22 9&0�3 5 0
Plate Offsets (X.Y): 17:0-2-0.0-2-81 1 uu uu
LOADING(psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
Vdefl
Ud
PLATES
GRIP
TCLL
20.0
Plates Increase
1.25
TC 0.89
Vert(LL)
-0.57
9-10
>490
360
MT20
244/190
TCDL
15.0
Lumber Increase
1.25
BC 0.97
Vert(TL)
-1.02
9-10
>274
240
MT20H,
187/143
BCLL
0.0 "
Rep Stress Incr
YES
WB 0.71
Horz(TL)
-0.05
9
n/a
n/a
BCDL
10.0
Code FBC2010/TPl2007
(Matrix-M)
Wind(LL)
0.2810-12
>996
240
Weight: 145Ib
FT=20%
LUMBER
TOP CHORD 2x4 SP No.2 "Except`
T4: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 "Except
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt
8-9, 6-9, 6-10, 4-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS (lb/size)
9 =
1042/Mechanical
2 =
1184/0-8-0 (min. 0-1-10)
Max Horz
2 =
700(LC 12)
Max Uplift
9 =
-631(LC 12)
2 =
-405(LC 12)
Max Grav
9 =
1085(LC21)
2 =
1184(LC 1)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-15=-538/82, 3-15=-2678/1284,
3-4=-2981/1645, 4-5=-1502/673,
5-6=-1387/689, 8-9=-225/266
BOT CHORD
14-16=-837/673, 12-16=-2215/2755,
11-12=-1584/1841, 10-11=-1584/1841,
BOTCHORD
14-16=-837/673, 12-16=-2215/2755, LOAD CASE(S)
11-12=-1584/1841, 10-11=-1584/1841, Standard
10-17=-733/820, 17-18=-733/820,
18-19=-733/820, 9-19=-733/820
WEBS
6-9=-1308/1184, 6-10=-699/1166,
4-10=-805/892, 3-12=-734/654,
4-12=-855/1208, 2-14=-816/851,
14-15=-728/260, 2-16=-457/611
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. Il; Exp C; 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) Plate(s) at joint(s) 11 checked for a plus or minus 5
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 631 lb uplift
at joint 9 and 405 lb uplift at joint 2.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
o
i
russ
Truss Type
y
y
TRADEWINDS
A0240636
57276
rAl 2
Half Hip
2
1
Job Reference (optional)
n i nvvr ,
FORT PIERCE, FL 34946 Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MiTek Industr es, Inc. Thu Ocl 0315:14:44 2013 Pa e 1
pp popp ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-174yazkAmy_XBEC1yKue1Lzh5b271HCDf1YAQtkyX5jP
1-10�810 8 �-&P 8 4 0 3 0 0 6-6-3 9-6-3 7-5-2 16 11 4 4-0-12 21 0 9 �2Q 8 p 3-5-0
3x8 MT20Hs Scale = 1:61.0
3x4 11
6.00 12 7 8
14 14 3x8 MT20H= 6x6 =
3x6 = 3x4 =
3x4 =
0 4�P B Z 4-O 3 0 0
9-6-10
12-6-11
1 D-2-5
22q &P 3 5 0
i
LOADIN3(psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/defl
L/d
PLATES
GRIP
TCLL
20.0
Plates Increase 1.25
TC
0.91
Vert(LL)
-0.56
9-10
>495
360
MT20
244/190
TCDL
15.0
Lumber Increase 1.25
BC
0.97
Vert(TL)
-1.01
9-10
>277
240
MT20H
187/143
BCLL
0.0
Rep Stress Incr YES
WB
0.70
Horz(TL)
-0.05
9
n/a
n/a
BCDL
10.0
Code FBC2010/TPI2007
(Matrix-M)
Wind(LL)
0.29
10-12
>969
240
Weight: 144 lb
FT = 20%
TOP CHORD 2x4 SP No.2 *Except*
T4: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
11 82: 2x4 SP M 30
WEBS 11 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4,SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 cc
purlins, except end verticals.
BOT C ORD
Rigid ce ling directly applied or 2-2-0 oc bracing.
WEBS
1 Row att midpt
8-9, 6-9�16-10, 4-12
cross bracing be installed during truss erection, in
REACTIONS (lb/size)
9 �i 1042/Mechanical
2 1184/0-8-0 (min.0-1-10)
Max Hod
FORCES (lb)
Max. Coinp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOPCORD
2-15=-543/103, 3-15=-2699/1369,
3-4=-30U4/1735,4-5=-15191762,
5-6=-14051769
BOTCNORD
14-16=�602/661, 12-16=-2219/2755,
11-12=j1580/1837, 10-11=-1580/1837,
10-17= .728/818, 17-18=-728/818,
2 —
652(LC 12)
BOT CHORD
14-16=-802/661, 12-16=-2219/2755,
11-12=-1580/1837, 10-11 =-1 580/1837,
10-17=-728/818, 17-18=-728/818,
9-18=-728/818
WEBS
6-9=-130011174, 6-10=-700/1162,
4-10=-805/894, 3-12=-737/665,
4-12=-866/1213, 2-14=-819/864,
14-15=-736/293, 2-16=-460/611
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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) Plate(s) at joint(s) 11 checked for a plus or minus 5
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 576 lb uplift
atjoint 9 and 424 lb uplift atjoint 2.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
I fuss I ype
y�Ply
A024063'.'
57276
A13
Half Hip
2
_ 1
�TRADEWINIDS
- '
-
Job Reference o tional - -
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 03 15:14:45 2013 Page 1
I D: Wp_ZvMeaGsN n_M IT W21 M bmyzAwn-mBeKn I IoXG6OpOm Dtb9GtAEH5RTY0tbpG CwzPAyX5jO
g D p e� 2
1-101-10-B �-&0 8 2 4 0 3 0 0 6 6 3 9-6 3 7-5 2 16 11 2-0-12 9 0 0 3-9-0 220 &0 3 5
3x4 = 2x4 11 Scale = 1:54.8
6.00 12
14
"
3x4 =
3x8 MT20H=
a
6x 6 =
3x6 =
3x4 =
{
(UP-II-4 0
3-0-0
9-6-10
12-6-11
10 2-5
22X 3-5-0
Z
Plate Offsets (X,Y):
17:0-2-0,0-2-81
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TIC
0.86
Vert(LL) -0.56
9-10
>499
360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC
0.97
Vert(TL) -1.00
9-10
>278
240
MT20H 187/143
BCLL 0.0
Rep Stress Incr
YES
WB
0.69
Horz(TL) -0.05
9
n/a
n/a
'
BCDL 10.0
Code FBC20101TP12007
(Matrix-M)
Wind(LL) 0.29
10-12
>953
240
Weight: 142 lb FT = 20%
LUMBER
TOP CHORD 2x4 SP No.2 *Except*
T4: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 "Except"
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-2-11 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt
8-9, 6-9, 6-10, 4-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation Quirie.
REACTIONS (lb/size)
9 =
1042/Mechanical
2 =
1184/0-8-0 (min. 0-1-10)
Max Horz
2 =
590(LC 12)
Max Uplift
9 =
-511(LC 12)
2 =
-444(LC 12)
Max Grav
9 =
1050(LC 2)
2 =
1184(LC 1)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less
except when shown.
TOP CHORD
2-15=-549/127, 3-15=-2721/1464,
3-4=-3027/1835, 4-5=-1542/846,
5-6=-1427/863
BOT CHORD
14-16=-754/644, 12-16=-2209/2751,
11-12=-1568/1833, 10-11=-1568/1833,
BOT CHORD
14-16=-754/644, 12-16=-2209/2751, LOAD CASE(S)
11-12=-1568/1833, 10-11=-1568/1833, Standard
10-17=-705/809, 17-18=-705/809,
9-18=-705/809
WEBS
6-9=-1286/1144, 6-10=-712/1166,
4-10=-809/904,3-12=-738/673,
4-12=-870/1213, 2-14=-823/879,
14-15=-746/332, 2-16=-461/611
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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) Plate(s) atjoint(s) 11 checked for a plus or minus 5
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 511 lb uplift
at joint 9 and 444 lb uplift at joint 2.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss Type
Uty
Ply
A0240636
5727E
A14
Half Hip
2
1
�TRADEVWNDS
Job Reference (optional)
Al KVVr I,
FORT PIERCE, FL 34946 - Run: 7.420 s Mayy 10 2013 Print: 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 0315:14:46 2013 Page 1
pppp ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-FNCI_emQIaEFRXLQRJgVQOnVpZrpgl5MyVsfXxdyXSjN
1 10 10-Ba�-&0&02 4 0 3 0 0 6-9-12 9-9-12 7-2-4 17-0-0 5-9-0 220 &g3-5-0
5x6 = 3x4 II Scale = 1:50.7
5 6
3x6 = 3x4 = oxo =
3x4 =
3-0-0
LOADING
(psf)
SPACING
2-0-0
TCLL
Plates Increase
1.25
TCDL
15.0
��20.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TPI2007
LUMBE ,I
TOP CH IRD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGEI
Left: 2x4 PP No.3
BRACING
TOP CHORD
Structur4wood sheathing directly applied or 3-2-7 oc
purlins, Except end verticals.
BOT CHORD
Rigid cell irig directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt
6-7, 4-10,5-8, 5-7
MiTek rp,commends that Stabilizers and required
cross bracing be installed during truss erection, in
REACTIONS (lb/size)
7 =
1042/Mechanical
2 =
1184/0-8-0 (min.0-1-10)
Max Horz
2 =
I 528(LC 12)
Max Upli
7 =
452(LC 12)
2 =
-457(LC 12)
Max (a
7 =
1050(LC 2)
2 =
1184(LC 1)
Max. Cor ip./Max. Ten.'- All forces 250 (lb) or less
except when shown.
TOP CHARD
2-13=-556/154, 3-13=-2748/1552,
3-4=-306/1940, 4-5=-1554/957
BOT CHORD
12-14=- 01/625, 10-14=-2195/2751,
9-10=-1�18/1792, 8-9=-1518/1792,
8-15=-636/766, 15-16=-638/766,
12-8-0
1
CSI
DEFL
in
(loc)
I/defl
L/d
PLATES
GRIP
TC 0.69
Vert(LL)
-0.54
7-8
>520
360
MT20
244/190
BC 0.98
Vert(TL)
-0.95
7-8
>293
240
MT20H
1871143
WB 0.66
Horz(TL)
-0.05
7
n/a
n/a
(Matrix-M)
Wind(LL)
0.31
8-10
>909
240
Weight: 140 Ib
FT = 20%
BOT CHORD
12-14=-701/625, 10-14=-2195/2751,
9-10=-1518/1792, 8-9=-1518/1792,
8-15=-638/766, 15-16=-638/766,
7-16=-638/766
WEBS
3-10=-757/704, 4-10=-914/1260,
4-8=-842/946, 5-8=-776/1213,
5-7=-1219/1041, 2-12=-826/895,
12-13=-755/368, 2-14=-460/611
NOTES
1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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) Provide adequate drainage to prevent water
ponding.
3) All plates are MT20 plates unless otherwise
indicated.
4) Plate(s) at joint(s) 9 checked for a plus or minus 5
degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 452 lb uplift
at joint 7 and 457 lb uplift at joint 2.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435 -
J013
I fuss
Truss I ype
City
ply
A0240639
57276
A15
Half Hip
2
1
ITRAI)EVVINDS
-
Job Reference (optional)-
Al ROOF TRUSSES, FORT PIERCE, FL 34946 .
Kun: IAZ0 s May 10 Z013 Pnnt: 7.4Z0 s May 10 Z013 MITeK Incustnes, Inc. Thu Oct 03 15:14:47 2013 Pagel
ID: Wp_ZvMeaGsNn_MITW21MbmyzAwn-jal4C_m23tM52hwc?OBkzbJbVF9DU Ws5jWP4U3yX5JM
-1-10-8 10 8°-0-&0&0 2A 0 3 0.0 5 10 6 8-10-6 6 1-10 15-0-0 4-1-6 19-1-6 3-7-10 22 f fi3-5-0
5x6 = Scale = 1:46.5
3x4 = 1.5x4 11
5 6 7
3x6 =
3x4 = 3xc M I zuM__ 3xt1= 06 _
II
° p-8-0&0 2-4-0 3 0-0 10-2-9 13 2-9 9-6-7 22�9 3-5-0
Plate Offsets fX.Y1: r2:0-0-4.0-0-111. r5:0-3-0.0-2-01
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plates Increase
1.25
TC 1.00
Vert(LL)
-0.40
8-9
>691
360
MT20
244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.96
Vert(TL)
-0.72
8-9
>386
240
MT20H
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.77
Horz(TL)
-0.05
8
n/a
n/a
I
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Wind(LL)
0.30
9-11
>921
240
Weight: 146 lb
FT = 20%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 6-9, 6-8
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation nuide.
REACTIONS (lb/size)
8 = 1042/Mechanical
2 = 1184/0-8-0 (min.0-1-10)
Max Horz
2 = 466(LC 12)
Max Uplift
8 =-454(LC 9)
2 = 463(LC 12)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-14=-536/160, 3-14=-2749/1597,
3-4=-3035/1950, 4-5=-1428/889,
5-6=-1170/918
BOT CHORD
13-15=-649/615, 11-15=-2134/2722,
10-11=-I669/1828, 9-10=-1569/1826,
9-16=-501/615, 16-17=-501/615,
8-17=-501/615
WEBS
3-11=-696/646, 4-11=-782/1190,
4-9=-819/888, 5-9=0/275, 6-9=-656/873,
WEBS
3-11=-696/646, 4-11= 782/1190,
4-9=-819/888, 5-9=0/275, 6-9=-656/873,
6-8=-1192/1004, 2-13=-811/900,
13-14=-758/396, 2-15=-451/605
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11: Exp C; 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
20.0psf 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, with BCDL =
10.0psf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 454 lb uplift
at joint 8 and 463 lb uplift atjoint 2.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 CoastallBay
Boynton Beach, FL 33435
t
Job
I I
Truss
Trussype
Uty[ly
TRADEWINDS
A0240640
57276
A16
Half Hip
2
1
Job Reference (optional)
AI RVVr 11 U00co, runt r-m—, rL a-,
1-10-B 0-0-0 0-8-0 3-0-0
Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MTek Industries, Inc. Thu Oct 0315:14:47 2013 Page 1
I D: Wp_ZvMeaGsNn_MITW2iMbmyzAwn-jal4C_m23tM52hwc70BkzbJerF9VUZe5j WP4U3yX5jM
B-0-1 ....� 13-0-0 . 7 0 18-2-8 A c 0 22RJR3.5-0
4x6 =
5
3x4 =
6
Scale = 1:45.8
1.5x4 II
7
3x6 =
3x4 = — 3X6
I
3-0-0
13-0-0
1_
LOADI G(psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.78
Vert(LL)
-0.34
8-9
>829
360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.94
Vert(TL)
-0.66
9-11
>420
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.59
Horz(TL)
0.05
8
n/a
n/a
BCDL 10.0
Code FBC2010ITP12007
(Matrix-M)
Wind(LL)
0.29
9-11
>976
240
Weight: 139 lb FT = 20%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2.4 SP No.2 *Except*
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
OTHLY 2x4 SP No.3
WEDG
Left: 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-11-1 oc
purlins,1 I except end verticals.
BOT C ORD
Rigid c �iling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 6-8
MiTek I recommends that Stabilizers and required
crosslbracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
I I
REACTIONS (lb/size)
8 I 1042/Mechanical
2 1184/0-8-0 (min.0-1-10)
Mar I-Inln
WEBS
3-11=-649/599, 4-11=-688/1096,
4-9=-773/810, 5-9=-30/280,
6-9=-422/667, 6-8=-1274/1041,
2-13=-804/902, 13-14=-761/423,
2-15=-442/599
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.opsf; h=25ft;
Cat. II; Exp C; 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
pohding.
4) Plate(s) atjoint(s) 10 checked for a plus or minus 5
degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
2 I 404(LC 12)
chord live load nonconcurrent with any other live
Max U lift
loads.
8 -462 LC 9
6) . This truss has been designed for a live load of
2-463(LC 12)
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
FORCES (Ib)
—
bottom chord and any other members, with BCDL —
Max. doml5dMax. Ten. - All forces 250 (lb) or less
10.0psf.
except, when shown.
7) Refer to girder(s) for truss to truss connections.
TOP CHORD
8) Provide mechanical connection (by others) of truss
2-14= 526/164, 3-14=-2746/1643,
to bearing plate capable of withstanding 462 lb uplift
3-4=-3U10/1968, 4-5=-1441/925,
atjoint 8 and 463 lb uplift at joint 2.
5-6=-1I251/926
9) "Semi -rigid pitchbreaks with fixed heels" Member
BOT CHORD
end fixity model was used in the analysis and design
13-15 i 597/600, 11-15=-2076/2690,
of this truss.
10-11=,-1590/1879, 9-10=-1590/1879,
9-16=116-17=-660/829,
8-17=1660/829
LOAD CASES660/829,
( )
WEBSI
Standard
3-11=1649/599, 4-11=-688/1096,
4-9=-7,73/810, 5-9=-30/280, 6-9=-422/667,
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
.1013
Truss
NSS Type
Q,yply
i w
A0240641
57276
A17
Half Hip - _
2 1
�TRADEWNDS
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, Fl- 34945
Run: 7.420 s May 10 2013 Print: 7.420 s Mayy 10 2013 MiTek Industries, Inc. Thu Oct 03,15:14:48 2013 Pag9�e 1
ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-BmJSPKnggBUygrVoZBzVpsrVfV3D_6FyA8d0V"aw,L
1-10-8 4_f 611 0 2-4-0 3-0-0 40-0 7 0.0 4.0 0 11-0 0 5-9-12 16-9-12 5-11-3
220- f03-5-0
1-10 8
Scale = 1:45.5
4x6 =
3x4 =
6
3x4 11
3x6 = 3x4 = 3x8 MT20i G 3x8 = 6xe =
0.{ V-0 2-4-0 3-0-0 10.2-11 13-2-11 9-6-5 22"3-5-0
Plate Offsets MY): [2:0-0-0,0-0-111
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/deft
Ud
PLATES
GRIP
TCLL
20.0
Plates Increase
1.25
TC 0.66
Vert(LL)
-0.23
9-11
>999
360
MT20
244/190
TCDL
15.0
Lumber Increase
1.25
BC 0.92
Vert(TL)
0.69
9-11
>404
240
MT20H
187/143
BCLL
0.0 '
Rep Stress incr
YES
WB 0.71
Horz(TL)
0.06
8
n/a
n/a
BCDL
10.0
Code FBC2010/TPI2007
(Matrix-M)
Wind(LL)
0.28
9-11
>999
240
Weight: 134 lb
FT 20%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except'
82: 2x4 SP M 30
WEBS 2x4 SP No.3
'OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-0-7 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 6-8
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation aulde.
REACTIONS (lb/size)
8 = 1042/Mechanical
2 = 1184/0-8-0 (min. 0-1-10)
Max Horz
2 = 342(LC 12)
Max Uplift
8 =-469(LC 9)
2 =-456(LC 12)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-14=-511/164, 3-14=-2745/1672,
3-4=-2979/1960, 4-5=-1466/981,
5-6=-1403/995
BOT CHORD
13-15=-542/591, 11-15=-2001/2659,
10-11=-1621/1952, 9-10=-1621/1952,
9-16=-902/1169, 16-17=-902/1169,
8-17=-902/1169
WEBS
3-11=-587/537, 4-11=-563/985,
4-9=-751/738, 5-9=-89/322, 6-9=-166/425,
WEBS
3-11 =-587/537, 4-11 =-563/985,
4-9=-751l738, 5-9=-89/322,
6-9=-166/425, 6-8=-1459/1144,
2-13=-793/902, 14-15=-270/163,
13-14=-763/445, 2-15=-430/593
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; 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) Provide adequate drainage to prevent water
ponding.
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
20.0psf 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, with BCDL =
10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 469 lb uplift
atjoint 8 and 456 lb uplift at joint 2.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
oTruss
Truss ype
Qty�PIY
A0240642
57278
A18
Half Hip
2
1
�TRADEWNDS
:
Job Reference (optional)
Al KUUr
API
rum ricKuc,rLa4w—
0-0-0 0-8-0 _ - _ 3-0-0
9-0-0
5x6 =
6.00 12 4
Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 0315:14:49 2013 Pa e 1 --
ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-fytrdgolbVcpl74_6REC20P_g3gHyTuOBquBYyyXSjK
7-1-13 16-1-13 6 7-2 22 9�23-5-0
3x4 =
5
Scale = 1:45.5
3x4 II -
6
3x6 = 3x4 = axo = axq — 6x6 =
QQ g y I
0-N-Q 8-0 2-4-0 3 0 0 10-0-9 13 0-9 9-8-6 22 a9 f 23 5 0
2'0-0-4 0-0-11] 14'0-3-8 0-2-4]
LOADIISG(psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/deft
Ud
TCLL
20.0
Plates Increase 1.25
TC 0.83
Vert(LL) -0.21 8-10 >999
360
TCDL
15.0
Lumber Increase 1.25
BC 0.98
Vert(TL) -0.67 8-10 >415
240
BCLL
0.0
Rep Stress Incr YES
WB 0.61
Horz(TL) 0.06 7 n/a
n/a
BCDL
10.0
Code FBC2010frP12007
(Matrix-M)
Wind(LL) 0.32 8-10 >863
240
LUMBE
TOP C ORD 2x4 SP No.2 `Except"
I T2: 2x4 SP M 30
WEBS
BOT CHORD 2x4 SP No.2 `Except'
3-10=-773/770, 4-10=-981/1380,
62: 2x4 SP M 30
5-8=-22/385, 5-7=-1678/1321,
WEBS 2x4 SP No.3
2-12=-798/924, 12-13=-763/477,
OTHERS 2x4 SP No.3
2-14=-429/588
WEDGE
Left: 2 4 SP No.3
NOTES
BRACI
G
1) Unbalanced roof live loads have been considered
TOP C'
ORD
for this design.
Structu '
I wood sheathing directly applied or 3-1-12 oc
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
purlins,
except end verticals.
Vasd=132mph; TCDL=5.Opsf; BCDL=5.opsf; h=25ft;
BOT CHORD
Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
Rigid c piling directly applied or 2-2-0 oc bracing.
and C-C Exterior(2) zone; cantilever left and right
WEBS I
exposed; end vertical left exposed;C-C for members
1 Row„t midpt 4-10, 5-7
and forces & MWFRS for reactions shown; Lumber
MiTelyi recommends that Stabilizers and required
DOL=1.60 plate grip DOL=1.60
3) Provide drainage to
crossi bracing be installed during truss erection, in
adequate prevent water
acco0ance with Stabilizer Installation aulde.
ponding.
4) This truss has been designed for a 10.0 psf bottom
REACTIONS (lb/size) chord live load nonconcurrent with any other live
7 1042/Mechanical loads.
2 1184/0-8-0 (min. 0-1-9) 5) . This truss has been designed for a live load of
Max H71
nr7 20.Opsf on the bottom chord in all areas where a
2 279( LC 12)
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Max U
'lift
bottom chord and any other members.
7
-475(LC 9)
6) Refer to girder(s) for truss to truss connections.
2
—-453(LC 8)
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 475 lb uplift
FORC
S (lb)
at joint 7 and 453 lb uplift at joint 2.
Max. 6omp./Max. Ten. - All forces 250 (lb) or less
8) "Semi -rigid pitchbreaks with fixed heels" Member
excep{iwhen shown.
end fixity model was used in the analysis and design
TOP CHORD
of this truss.
2-13=1531/214, 3-13=-2752/1766,
3-4=-3078/2185, 4-5=-1640/1171
BOT CHORD
LOAD CASE(S)
12-14="-468/555, 10-14=-2004/2650,
Standard
9-10= 11288/1605, 8-9=-1288/1605,
7-8=-J 58/1487
WEBS
3-10=1.773/770, 4-10=-981/1380,
5-8=-22/385, 5-7=-1678/1321,
2-12=; 798/924, 12-13=-763/477,
PLATES GRIP
MT20 244/190
Weight: 124 lb FT = 20%
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435 -
.100
Truss
Truss Type
Qty
ply
A024089"9
57276
A19
Half Hip Girder
2
1
�TRAIIEWINIIS
-
�
-
Job Reference (optional)
Run: 7.420 s May 10 2013 Print 7.420 s May 10 2013 MITek Industries, Inc. Thu Oct 03 ,15:14:49 2013 Page 1
I D: Wp_ZvMeaGsNn_MIT W2iMbmyzAwn-fytrdgol bVcpI74_6REC2oP_D3syO9OBquBYyyXSjK
-1-10-8 -10 8 0 0 9 0 2 40 3-0 0 4-0-0 7-0 0 �� 12-6-4 5 4 8 17-10-12 410 4 22 f9-23-5-0
Scale = 1:45.5
5x8 =
4x8 = 1.5x4 11 6x6 = 3x8 MT20H= 1.5x4 11 4xe =
3x12 =
ap g p&0 2 4-0 '0 0 4-0.0 7-0-0 5-64 12-64 54 6 17-10.12 4-10-4 22 p ff 3 5
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 15.0 Lumber Increase 1.25
BCLL 0.0 ' Rep Stress Incr NO
BCDL 10.0 Code FBC2010/TPI2007
LUMBER
TOP CHORD 2x4 SP M 30 •Except'
T2,T4: 2x4 SP No.2
BOT CHORD 2x4 SP M 30'Except-
131: 2x4 SP M 31
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-5 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 4-9-14 oc bracing.
WEBS
1 Row at midpt 6-9
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS (lb/size)
9 = 2394/Mechanical
2 = 215810-8-0 (min.0-1-13)
Max Horz
2 = 217(LC 8)
Max Uplift
9 =-1367(LC 5)
2 =-1143(LC 4)
FORCES (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
TOP CHORD
2-17=-1077/579, 3-17=-4606/2435,
3-4=-4242/2302, 4-19=-436212469,
19-20=-4362/2469, 5-20=-4362/2469,
5-21=-4362/2469, 21-22=74362/2469,
22-23=4362/2469, 6-23=-4362/2469,
8-9=-278/253
BOT CHORD
16-18=-586/844, 14-18=-2436/4295,
13-14=-2466/4335, 13-25=-2135/3808,
25-26=-2135/3808, 12-26=-2135/3808,
CSI
DEFL
in (loc)
I/deft
L/d
PLATES
GRIP i ,
TC 0.79
Vert(LL)
0.3011-13
>942
240
MT20
244/190
BC 0.87
Vert(TL)
-0.5111-13
>549
240
MT20H
187/143
WB 0.91
Horz(TL)
0.14 9
n/a
n/a
(Matrix-M)
Weight: 129 lb
FT = 2
BOT CHORD
16-18=-586/844, 14-18=-2436/4295,
13-14=-2466/4335, 13-25=-2135/3808,
25-26=-2135/3808, 12-26=-2135/3808,
11-12=-2135/3808, 11-27=-1772/3127,
27-28=-1772/3127, 28-29=-1772/3127,
10-29=-1772/3127, 10-30=-1772/3127,
30-31=-1772/3127, 9-31 =-1 772/3127
WEBS
3-14=-333/244, 3-13=-595/361,
4-13=-367/1018, 4-11=-463/641,
5-11 =-584/529, 6-11 =-814/1439,
6-10=-98/632,6-9=-3576/2027,
2-16=-122W756, 16-17=-1276/651,
2-18=-503/924
NOTES
1) Wind: ASCE 7-10; VuIt=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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) Provide adequate drainage to prevent water
ponding.
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) Refer to girder(s) for truss to truss connections.
7) Provide metal plate or equivalent at bearing(s) 9 to
support reaction shown.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1367 lb uplift
atjoint 9 and 1143 lb uplift at joint 2.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated, load(s)
188 lb down and 343 lb up at 7-0-0, 68 lb down and
149 lb up at 9-0-12, 68 lb down and 1491I6 up at
11-0-12, 68 lb down and 149 lb up at 13-0-12, 68 lb
down and 149 lb up at 15-0-12, 68 lb down and 149
lb up at 17-0-12, 68 lb down and 149 lb up at
19-0-12, and 68 lb down and 149 lb up at 21-0-12,
and 68 lb down and 149 lb up at 23-3-4 on top chord,
and 474 lb down and 234 lb up at 7-0-0, 142 lb down
and 67 lb up at 9-0-12, 142 lb down and 67 lb up at
11-0-12, 142 lb down and 67 lb up at 13-0i12, 142 lb
down and 67 lb up at 15-0-12, 142 lb down and 67 lb
up at 17-0-12, 142 lb down and 67 lb up at 19-0-12,
and 142 lb down and 67 lb up at 21-0-12, and 142 lb
down and 67 lb up at 23-3-4 on bottom chord. The
design/selection of such connection devices) is the
responsibility of others.
11) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber ,
Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=-70, 3-4=-70, 4-8=-70, 9-16=-20
Concentrated Loads (lb)
Vert: 4=-188(F) 7=-68(F) 8=-68(F) 9=-140(F)
13=-474(F) 19=-68(F) 20=-68(F) 21=-68(F)
22=-68(F) 23=-68(F) 24=-68(F) 25=-140(F)
26=-140(F) 27=-140(F) 28=-140(F) 29=-1;40(F)
30=-140(F) 31=-140(F)
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I
Truss
runs rype
y
y
TRADEWINDS
A0240644
57276
B01
Hip Girder
1
l
I
Job Reference (optional)
Al ROOF 7IRUSSES, FORT PIERCE, FL 34946
Run: 7.420 s May 10 2013 Print: 7.420 s May 1"I', MITek Industries, Inc. Thu Oct 0315:14:50 2013 Pa go 1
ID: Wp_ZvMeaGsNn_MITW21MbmyzAwn-79RDgOpwMokgv9fBg8IRaExAYSAlh 1 xYQUdk5OyX5jJ
n n o_n n 14-8-0 15-4-0 16-0-0
- - - Scale = 1:27.1
5x6 — 5 c6 = -
4.00 12 4
3x1011 53x1011
2 1
1 12 56
Li
d
c•
3 ° o• 9 8 66 16 14
ri• 6•
113x6 = 10 1.5x4 11 1.5x4 11 7 3x6 =
oo pp p �.q 6
5 B-0 7 0 0 2-0-0 9 0 0 5 8 0 14-600S D-810J0-0
ate Offsets MY): [2.0-5-4 0-1-8] [5.0-5-4 0-1-81
LOADI G (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL
20.0
Plates Increase 1.25
TC 0.75
Vert(LL) 0.34 8-9 >465 240
MT20 244/190
TCDL
15.0
Lumber Increase 1.25
BC 0.97
Vert(TL) -0.40 B-9 >396 240
BCLL
0.0 '
Rep Stress Incr NO
WB 0.18
Horz(TL) 0.04 7 n/a n/a
BCDL
10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 57 lb FT = 20%
LUMB
R
TOP CHORD 2x4 SP M 30 "Except'
NOTES
11 T2: 2x4 SP No.2
1) Unbalanced roof live loads have been considered
BOT C�ORD 2x4 SP M 30
SP No.3
for this design.
WEBdj 2x4
BRACING
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
TOP CHORD
Vasd=132mph; TCDL=5.Opsf; BCDL=5.0psf; h=12ft;
Structural wood sheathing directly applied or 4-0-10 oc
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
purlins!
cantilever left and right exposed ;end vertical left
BOT CHORD
exposed; porch left and right exposed; Lumber
D
Rigid ceiling directly applied or 5-2-14 oc bracing.
3) rovi60 plate grip
3) Provide adequate drainage to prevent water
drainage
MiTek recommends that Stabilizers and required
ponding.
cross bracing be installed during truss erection, in
4) This truss has been designed for a 10.0 psf bottom
accordance with Stabilizer Installation quide.
chord live load nonconcurrent with any other live
loads.
REACT IONS (lb/size)
5)' This truss has been designed for a live load of
10 1149/0-8-0 (min. 0-1-8)
20.Opsf on the bottom chord in all areas where a
7 jj= 1149/0-8-0 (min. 0-1-8)
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Max F, orz
bottom chord and any other members.
10 11 = 48(LC 8)
6) Provide mechanical connection (by others) of truss
Max Uplift
to bearing plate capable of withstanding 992 lb uplift
10
= 992(LC 4)
at joint 10 and 998 lb uplift at joint 7.
7
II
-998(LC 5)
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
FORCES (lb)
of this truss.
Max.IComp./Max. Ten. - All forces 250 (lb) or less
8) Hanger(s) or other connection device(s) shall be
except when shown.
provided sufficient to support concentrated load(s)
TOPICHORD
219 lb down and 287 lb up at 7-0-0, and 179 lb down
2-12" 1599/1436, 2-3=-1814/1596,
3-4=11640/1536, 4-5=-1814/1585,
and 287 lb up at 9-0-0 on top chord, and 256 lb down
355 lb 7-0-0, 256 lb down and 355 lb
5-15 1599/1421
and up at and
up at 8-114 on bottom chord. The design/selection
BOTI.CHORD
of such connection device(s) is the responsibility of
11-13=-299/272, 10-13=-1423/1628,
others.
9-106-1410/1628, 8-9=-1424/1640,
7-8=�n'1408/1628, 7-16=-1408/1628,
9) In the LOAD CASE(S) section, loads applied to the
face the truss front back
14-16=-297/263
of are noted as (F) or (B).
WEBS
2-10��-738/586, 3-9=-278/311,
4-8=I1285/311, 5-7=-738/590,
LOAD CASE(S)
Standard
12-1i,=-198/260, 11-12=-621/531,
1) Dead + Roof Live (balanced): Lumber
1-13=-620/729, 15-16=-198/257,
Increase=1.25, Plate Increase=1.25
-
14-15=-609/526,
6-16=-610/716
Uniform Loads (plf)
Vert: 1-3=-70, 3-4=-70, 4-6=-70, 11-14=-20
Julius Lee, P.E. #34869
Concentrated Loads (lb)
Vert: 3=-179(B) 4=-179(B) 9=-250(B) 8=-250(B)
1109 Coastal
al Bay
Bay
Boynton Beach, 33435 -
JOb
I Russ
Truss Type
QtY
Ply
TRADEWINDS y
A0240845
57276
B02•
Hip Girder
1
1
'
Job Reference (optional)
,1 ROOF TRUSSES, FORT FIERCE,
Run: 7.420 s May 10 2013 Pdnt 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 03 15:14:51 2013 Page 1
ID: Wp_ZvMeaGsNn_MITW2iMbmyzAwn-bL?b2MpZ76sXXJENEsGg7RU IJsYNQTwheBN IdgyX5jl
0-0-0 0 8-0 1-40 7-0-0 11-0-0 16-8 01a 4-01&0-0
�0, 0-8-0, 5-8-0 4-0-0 5-8-0 0-8 0-8-0
Scale = 1:30.4
9
N
Id
)4-0 5-8-0 7-0-0 4-0-0 11-0-0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL •
in
(loc)
I/deft
L/d
PLATES
GRIP I '
TCLL 20.0
Plates Increase
1.25
TC 0.94
Ve t(LL)
0.52
9-10
>355
240
MT20
244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.88
Vert(TL)
-0.60
9-10
>307
240
MT20H
187/143
BCLL 0.0
Rep Stress Incr
NO
WB 0.19
Horz(TL)
0.05
7
n/a
n/a
BCDL 10.0
Code FBC2010frP12007
(Matri)
Weight: 69 lb
FT =.20%
LUMBER
TOP CHORD 2x4 SP M 30 *Except-
T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 1-7-8 cc
purlins.
BOTCHORD
Rigid ceiling directly applied or 4-11-1 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS (lb/size)
11 = 1312/0-8-0 (min. 0-1-8)
7 = 1313/0-8-0 (min. 0-1-8)
Max Horz
11 = 48(LC 8)
Max Uplift
11 =-1148(LC 4)
7 =-1149(LC 5)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-13=-1991/1784, 2-3=-2226/1970,
3-18=-2030/1902, 4-18=-2030/1902,
4-5=-2227/1972, 5-16=-1993/1786
BOT CHORD
12-14=-349/306, 11-14=-1765/2015,
10-11=-1787/2015, 10-19=-1804/2028,
9-19=-1804/2028, 8-9=-1767/2017,
7-8=-1767/2017,7-17=-1767/2017,
15-17=-349/305
WEBS
2-11=-797/646,3-10=-299/365,
4-9=-310/365, 5-7=-797/647,
13-14=-228/292, 12-13=-748/660,
1-14=-772/885, 16-17=-229/293,
15-16=-748/660, 6-17=-772/885
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=12ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; porch left and right exposed; 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1148 lb uplift
at joint 11 and 1149 lb uplift at joint 7.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
9) Hanger(s)'or other connection device(s) shall be
provided sufficient to support concentrated load(s)
219 lb down and 287 lb up at 7-0-0, and, 101 lb down
and 153 lb up at 9-0-12, and 219 lb down and 287 lb
up at 11-0-0 on top chord, and 256 lb down and 355
lb up at 7-0-0, and 65 lb down and 109 lb up at
9-0-12, and 256 lb down and 355 lb up at 10-11-4 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Standard
Vert: 1-3=-70, 34=-70, 4-6=-70, 12-15=-20
Concentrated Loads (lb)
Vert: 3=-179(F) 4=-179(F) 10=-250(F) .9=-250(F)
18=-101(F)19=-47(F)
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton BeacA,FL 33435
oTruss
Truss Type
yPly
A0240646
57276
Oil
Jack -Open Truss
6 1
�TPADEVIINDS
Job Reference (optional)_
Hl Kuur
rum riorti.o, r�s�aYo
Run: 7.420 s MaYY 10 2013 Pdnt:-7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 03 15:14:512013 Page 1
I D: Wp_ZvMeaGsNn_MITW2iM bmyzAwn-bL?b2MpZ76sXXJENEsGg7RUPssiyQWwheBNldgyX511
0-0-0 _ .... 0-11-11
4x4 =
0-0-0 D 11-11 0-11-11
Scale = 1:7.2
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/deft
Ud
PLATES GRIP
TCLL
20.0
Plates Increase 1.25
TC 0.46
Vert(LL) 0.00 9 >999
360
MT20 244/190
TCDL
15.0
Lumber Increase 1.25
BC 0.20
Vert(TL) 0.00 9 >999
240
BCLL
0.0 "
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00 2 n/a
n/a
BCDL
10.0
Code FBC2010/TPI2007
(Matrix-M)
Wind(ILL) -0.00 9 >999
240
Weight: 9 lb FT = 20%
LUMBER
TOP CHORD
2x4 SP No.2
NOTES
BOT CFjORD
2x4 SP No.3
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
OTHERS
2x4 SP No.3
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
BRACI(VG
TOPC ORD
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
Structural
wood sheathing directly applied or 0-11-11 oc
and C-C Exterior(2) zone; cantilever left and right
purlins.BOT
exposed; end vertical left exposed;C-C for members
CII
ORD
and forces & MWFRS for reactions shown; Lumber
Rigid ceiling
directly applied or 10-0-0 oc bracing.
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
MiTel
(recommends that Stabilizers and required
chord live load nonconcurrent with any other live
cross
bracing be installed during truss erection, in
loads.
acco
ance with Stabilizer Installation guide.
3) " This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
REAC
IONS (lb/size)
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
j
2
306/0-8-0 (min. 0-1-8)
bottom chord and any other members.
5
=-45/Mechanical
4) Refer to girder(s) for truss to truss connections.
3
-44/Mechanical
5) Provide mechanical connection (by others) of truss
Max Horz
to bearing plate capable of withstanding 326 lb uplift
2
= 78(LC 8)
atjoint 2, 45 lb uplift atjoint 5 and 44 lb uplift atjoint
Max U
lift
3,
2
=-326(LC 8)
i
6) "Semi -rigid pitchbreaks with fixed heels" Member
5
-45(LC 1)
end fixity model was used in the analysis and design
3
Max G
-44(LC 1)
�av
of this truss.
2
306(LC 1)
5
= 68(LC 8)
LOAD CASE(S)
3
1 63(LC 8)
Standard
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
excep4iwhen shown.
TOPCHORD
2-
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435 -
o
russ[y.
cuss ype
TRADEWINDS57276
Aozaosa9
CJ1A
Jack -Open
6
_1Job
Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MITek Industries, Inc. Thu Oct 03 15:14:52 2013 Page 1
ID: Wp_ZvMeaGsNn_MITW2IM bmyzAwn-3XZzFigBtQ_09SpZoZnvffl hGG3C9z9gto6r9HyX5JH
0-n-n n-a-11
1
6
2x4 =
4
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
0.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TPI2007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation giide.
REACTIONS (lb/size)
2 = 62/Mechanical
3 = 24/Mechanical
Max Horz
2 = 87(LC 1)
3 = 88(LC 8)
Max Uplift
2 = -54(LC 8)
3 = -27(LC 8)
Max Grav
2 = 62(LC 1)
3 = 24(LC 3)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. ll; Exp C; 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.
0-0.0 0-3-11
0-6-0 0-11-11
0.3-11
0-4-5
0.3-11
CSI
DEFL
in (loc) I/deft
Ud
TC 0.04
Vert(LL)
0.00 6 n/r
120
BC 0.14
Vert(TL)
-0.00 6 n/r
120
WB 0.00
Horz(TL)
0.00 n/a
n/a
(Matrix-M)
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 54 lb uplift at
joint 2 and 27 lb uplift at joint 3.
6) Non Standard bearing condition. Review required.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Scale - 1:6.4
PLATES GRIP
MT20 2441190
Weight: 3 lb FT L 20%
I
�I
i
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I I
I russ
I fuss Type,
y Q ply
A0240646
57276
J
OJ3
Jack -Open Truss
6 1
�TRADEWINDS
Job Reference (optional)
ni rc�ur �.rtuaac�,r�ni ri�n ���o�..
-1-10-8
Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MTek Industries, Inc. Thu Oct 0315:14:53 2013 Page 1
ID: Wp_ZvMeaGsNn_MITW2iM bmyzAwn-Xk7LT2rpej6FmcOmLH18CsZIMgO7uQP_6SsOhjyXSjG
0-0-0 _ .... 2-11-11
3x4 =
0-0-0 2-11-11 2-11-11
LOADING (psf) SPACING 2-0-0 CS'
DEFL in (loc) I/deft Ud
TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.01 4-8 >999 240
TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.01 4-8 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M)
LUMBER
TOP CF�ORD 2x4 SP No.2
BOT C ORD 2x4 SP N0.3
3) ' This truss has been designed for a live load of
OTHERS 2x4 SP No.3
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
BRACING
bottom chord and any other members.
TOP CHORD
1i
Structural
wood sheathing directly applied or 2-11-11 oc
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
purlins. I
I
to bearing plate capable of withstanding 60 lb uplift at
BOT C I
Rigid ceding
ORD
directly applied or 10-0-0 oc bracing.
joint 3 and 251 lb uplift at joint 2.
6) "Semi -rigid pitchbreaks with fixed heels" Member
MiTek�ecommends
that Stabilizers and required
end fixity model was used in the analysis and design
cross racing be installed during truss erection, in
accordance with Stabilizer Installation guide.
of this truss.
REACTIONS
(lb/size)
LOAD CASE(S)
3
69/Mechanical
Standard
2
305/0-8-0 (min. 0-1-8)
4
19/Mechanical
Max Holz
2 �1
118(LC 8)
Max Uplift
3
-60(LC 12)
2 r
-251(LC 8)
Max Grav
3
69(LC 1)
2 11
305(LC 1)
4 Fi
47(LC 3)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
exceptlwhen shown.
TOP CHORD
2-6=-361/570
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vas
1, TCDL=S.Opsf; BCDL=5.Opsf; h=25ft;
Cat. ]]]];I Ex C; 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=[ 0 plate grip DOL=1.60
2) This1truss has been designed fora 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
Scale = 1:10.4
PLATES GRIP
MT20 2441190
Weight: 15 lb FT = 20%
Julius Lee, P.E. 434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss I ype
Qty
ply
,
A0240649
57276
CJ3A
Jack -Open
8
1
ITRADFNDSWI
"
Job Reference (optional)
1
6
Run: 7.420 s May 10 2013 Print 7.420 s May 10 2013 MiTek InduWes, Inc. Thu Oct 03 15:14:53 2013 Page 1
I D:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-Xk7LT2rpej6FmcOmLH 18CsZr3gNVuP9_6SsOhjyX5jG
0-0-0 0-8-0 0-&0 0 8-0 1-4-0 0-11-11 2-3-11 0-8-0 2-11-11
Scale = 1:9.6
3x6 I I
0 0 0 0-8-0 0 8 0 0 8 0 1-4-0 0 11-11 2-3-11 0-8-0 2-11-11
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 15.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2010/TPI2007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
purlins.
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 ouldp.
REACTIONS (lb/size)
3 = 27/Mechanical
4 = -6/Mechanical
5 = 241/0-8-0 (min. 0-1-8)
Max Horz
5 = 54(LC 8)
Max Uplift
3 = -35(LC 12)
4 = .24(LC 11)
5 =-176(LC 8)
Max Grav
3 = 27(LC 1)
4 = 11 (LC 3)
5 = 241(LC 1)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
WEBS
2-5=-197/272
NOTES
1) Wind: ASCE 7-10; Vult=l70mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=12ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIPI
TC 0.10
Vert(LL)
0.00
5
>999
360
MT20 2441190
BC 0.20
Vert(TL)
0.00
4-5
>999
240
1
WB 0.08
Horz(TL)
-0.01
3
n/a
n/a
(Matrix-M)
Wind(LL)
-0.00
5
>999
240
Weight: 10 lb FT = 20%
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) . This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 35 lb uplift at
joint 3, 24 lb uplift at joint 4 and 176 lb uplift at joint 5.
6) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P:E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
o
fuss
Truss Type
y�Ply
TRADEWINDS
A0240650
57276
CJ5
JACK -OPEN TRUSS
8
1
Job Reference (optional)
m i Rwr i
ran i ncrti.q rL oY�Yo
0-0-0
Run: 7.420 s May 10 2013 Pdnt 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 03 15:14:54 2013 Page 1
ID:Wp_ZvMeaGsNn_MITW21MbmyzAwn-OwgkgNsRP1 F60mzyv_pN136w54dGds87K6cyE9yX5jF
k0-0 3 ° ° 1-11-11 411-11
a nn Fi—o Scale = 1:15.1
3x6 =
0-0-0 _ _ - 3-0-0 4 tt-11
LOADI
' G (pso
SPACING 2-0-0
CSI
DEFL in (loc) I/deft L/d
TCLL
20.0
Plates Increase 1.25
TC 0.46
Vert(LL) 0.16 6-10 >359 240
TCDL
15.0
Lumber Increase 1.25
BC 0.61
Vert(TL) -0.18 6-10 >319 180
BCLL
0.0
Rep Stress Incr YES
WB 0.10
Horz(TL) 0.02 2 n/a n/a
BCDL
10.0
Code FBC2010/TP12007
(Matrix-M)
LUMBER
TOP CHORD
2x4 SP No.2
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
BOT C
ORD 2x4 SP No.2
Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft;
WEBS
2x4 SP No.3
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
OTHERS
2x4 SP No.3
and C-C Exterior(2) zone; cantilever left and right
WEDGE
Left: 2
4 SP No.3
exposed; end vertical left exposed;C-C for members
BRACING
and forces & MWFRS for reactions shown; Lumber
TOP CHORD
DOL=1.60 plate grip DOL=1.60
Structu
al wood sheathing directly applied or 4-11-11 oc
3) This truss has been designed for a 10.0 psf bottom
purlins.
I
chord live load nonconcurrent with any other live
BOT C
Rigid c
ORD
iling directly applied or 6-0-0 oc bracing.
loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
MiTe
IIrecommends that Stabilizers and required
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
crosslbracing
be installed during truss erection, in
bottom chord and any other members.
accordance
with Stabilizer Installation guide.
5) Refer to girder(s) for truss to truss connections.
1
6) Provide mechanical connection (by others) of truss
REAC
iIONS (lb/size)
to bearing plate capable of withstanding 64 lb uplift at
4
67/Mechanical
joint 4, 256 lb uplift at joint 2 and 53 lb uplift at joint 5.
2
= 377/0-8-0 (min. 0-1-8)
7) "Semi -rigid pitchbreaks with fixed heels" Member
5
129/Mechanical
end fixity model was used in the analysis and design
Max Hprz
of this truss.
2
Max U
= 152(LC 12)
,lift
4
L
F -64(LC 12)
LOAD CASE(S)
L
Standard
5
Max G
53 LC 12)
( )
av
4
1 67(LC 1)
2
377(LC 1)
5
1-- 132(LC 3)
FORC
S (lb)
Max. Comp./Max.
Ten. - All forces 250 (lb) or less
excepfwhen
shown.
TOPCHORD
2-9=-494/213
WEB
3-6=-�66/328,
2-8=-442/636
NOTEIS
1) Unbalanced
roof live loads have been considered for
this design.
N
N
PLATES GRIP
MT20 244/190
Weight: 24 lb FT = 20%
Julius Lee, P.E. #34869
1109 Coastal Bay _
Boynton Beach, FL 33435
Jou
Truss
fuss Type
Qty
ply
A0240651
57276 _
CJSA -
JJack-Open _
8
1 ITRADEIVINDS
- -
Job Reference (optional) �- • , I
Al Ruur i Rusbtb, ruR i ritRc r , I`-L 34ii4ti Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 03115:14:54 2013 Page 1
ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-OwgkgNsRP1 F60mzyv_pNl36zS4fidsw7K6cyE9yX5jF
i
0. 0 0.8-0 0- 0 0-8-0 1-4-0 2-11-11 4-3-11 0-8-0 4-11-11
Scale = 1:12.7
�r
0
6
0-a0 0-8 0 'to
0 4-3-11 4-11-11
0-8.0 0-8-02-11-11 a8 0
Plate Offsets (X,Y): [5:0-1-10,0-1 l0)
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.31
Vert(LL)
0.05
4-5
>847
240
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.45
Vert(TL)
-0.02
4-5
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.11
Horz(TL)
-0.03
3
n/a
n/a
1
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 16 lb FT =,20%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS (lb/size)
3 = 105/Mechanical
4 = 34/Mechanical
5 = 303/0-8-0 (min. 0-1-8)
Max Horz
5 = 91(LC 8)
Max Uplift
3 = -86(LC 8)
4 = -54(LC 9)
5 =-224(LC 8)
Max Grav
3 = 105(LC 1)
4 = 61(LC 3)
5 = 303(LC 1)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
WEBS
2-5=-362/376
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=12ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 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 86 lb uplift at
joint 3, 54 lb uplift at joint 4 and 224 lb uplift at joint 5.
6) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
.100
1 russ
Truss Type
Uty
ply
A0240652
57276
F01
Floor
14
1
�TRADEMINIIS
Job Reference (optional)
Al KUUr 1 rtu .=b, run g r1rK :e, r - J V40
0-3-4
0
15x6 = 3x6 11 3x6 =
11 2 3 4
23 22
4x8 =
Run: 7.420 s May 10 2013 Print 7.420 s May 10 2013 MITek Industries, Inc. Thu Oct 0315:14:55 2013 Page 1
ID:Wp_ZvMeaGsNn_MIT W2iM bmyzAwn-USE6tjt3ALNzowX8TiLcH He3DTxZM97HZmLVmbyXSjE
1-3-0� 1 2-2-0 i 1-3-0-I 1�4
tale = 1:36.4
1.5x4 11 3x4 = 1.5x4 11
5 6 7
21 20 19
Us = 3x12 MT20H FP-- 3x3 =
3x6 =
3x3 = 1.5x4 11 3x6 FP=
8 9 10 11
18 17
1.5x4 II 3x6 =
Plate Offsets (X Y): [1:0-0-2 Edge] [14:0-1-2 Eage) 117:0-1-12 Eage) [21:u-2-12,Eage1
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/deft Ud
TCLL
40.0
Plates Increase 1.00
TC 0.63
Vert(LL) -0.41 19-21 >597 480
TCDL
10.0
Lumber Increase 1.00
BC 0.73
Vert(TL) -0.65 19-21 >378 360
BCLL
0.0
Rep Stress Incr YES
WB 0.75
Horz(TL) -0.07 14 n/a n/a
BCDL
5.0
Code FBC2010/TPI2007
(Matrix)
LUMBER
TOP C ORD 2x4 SP M 31(flat)
5) Provide mechanical connection (by others) of truss
BOT C ORD 2x4 SP M 31(flat)
to bearing plate atjoint(s) 1, 14.
WEBS I 2x4 SP No.3(flat)
BRACIt, G
6) "Semi -rigid pitchbreaks with foxed heels" Member
TOP CHORD
end fixity model was used in the analysis and design
Structural wood sheathing directly applied or 6-0-0 oc
purlins. I 1
of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at
BOT CHORD
10-0-0 oc and fastened to each truss with 3-10d
Rigid ce ling directly applied or 10-0-0 oc bracing.
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
11 REACTIONS (Ib/size)
I
8) Gap between inside of top chord bearing and first
1 (min. 0-1-8)
diagonal or vertical web shall not exceed 0.500in.
111127/0-2-12
14 1127/0-2-12 (min. 0-1-8)
it
FORCES (lb)
LOAD CASE(S)
Standard
Max. Cpmp./Max. Ten. - All forces 250 (lb) or less
except„ hen shown.
TOP
CORD
1-2=-1 0410, 2-3=-1090/0, 3-4=-1194/0,
4-5=4138/0, 5-6=-4138/0, 6-7=-4620/0,
7-8=-4620/0, 8-9=-4090/0, 9-10=-4090/0,
10-11-4090/0, 11-12=-1189/0,
L;1083/0,
12-13 13-14=-1189/0
BOT CORD
21-22=0/2924, 20-21=0/4658,
19-20=i0/4658, 18-19=0/4620,
17-18=0/4620, 16-17=0/2924
WEBSII
1-22=011585, 14-16=0/1579,
11-16-11918/0, 11-17=0/1289,
8-17=-11021/0, 4-22=-1913/0, 4-21=0/1341,
5-21258/0, 6-21=-616/0,
6-19=-356/438
NOTESI
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise
indicated.
3) Plate(s) at joint(s) 20 checked for a plus or minus 5
degreelrotation about its center.
4) Plate(s) atjoint(s) 1, 10, 14, 22, 2, 16, 13, 11, 17, 9, 8
18, 41121, 5, 6, 19 and 7 checked for a plus or minus 0
degree rotation about its center.
3x6 11 5x6 =
12 13 14
14�
16 15
4x8 =
20-11-8
'L I
PLATES GRIP
MT20 244/190
MT20H 187/143
Weight: 106 Ib FT = 0%F, 0%E
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
o
russ
ruse ype�PIY
TRADEWINDS ,
A0240fi53
57276
F02
Floor Truss
4
1
_
-
-
-
Job Reference (optional)- -
0-3-4
i�1-3-0 2-6-0 2-1-8 f
5x6 = 1.5x4 11 3x4 = 1.5x4 11
1 2 3 4 5
1�
Kun: /.4ZU s May 1U 2U73 Fnnt 1.42U a May 1U 2U13 MITek Industries, Inc. Thu Oct 03 15:14:56 2013 Page 1
I D: Wp_ZvMeaGsNn_MITW2iM bmyzAwn-yloU53thxeVgd46L1 PsrgUBExtKE5iPQoQ5212yX5jD
2-6-0 2-6-0 2-6-0 2-3-B or t4
Scale = 1:36.4
3x3 11 1
3x4 = 3x6 FP= 3x4 = 1.5x4 11 3x3 = 1.5x4 11 15x6 —
F 7 A O 1n 91 49 41 4A
3x6 = 1.5x4 11 3x4 = 34 FP= 3x8 = 3x3 = 1.5x4 11 3x6 =
0-3-8
20-11-8
0,3 11-7-12 20-M .20,8 tit
0-3 4 11.4-4 9-0-4 0-
LOADING (psf)
SPACING
2-0-0
TCLL
40.0
Plates Increase
1.00
TCDL
10.0
Lumber Increase
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010/TP12007
LUMBER
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 19-21,18-19.
REACTIONS (lb/size)
1 = 549/0-2-12 (min.0-1-8)
14 = 401/0-2-12 (min.0-1-8)
19 = 1296/0-6-14 (min.0-1-8)
Max Grav
1 = 574(LC 10)
14 = 450(LC 7)
19 = 1296(LC 1)
FORCES (Ib)
Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
TOP CHORD
1-2=-586/0, 2-3=-584/0, 3-4=-584/0,
4-5=-122210, 5-6=-1222/0, 6-7=0/795,
7-8=0/795, 8-9=0/795, 9-10=-729/0,
10-11=-729/0, 11-12=-418/0,
12-13=-418/0, 13-14=423/0
BOT CHORD
22-23=0/1222, 21-22=0/1222,
20-21=-56/704, 19-20=-56/704,
18-19=-154/542, 17-18=0l729,
16-17=01729
WEBS
7-19=-287/0, 1-23=0/775, 4-23=-703/0,
6-19=-1304/0, 6-21=01691, 9-19=-1065/0,
9-18=0/456, 14-16=0/555, 11-16=-413/66
NOTES
1) Unbalanced floor live loads have been considered for
this design.
CSI
DEFL
in (loc)
I/deft
L/d
PLATES
TC 0.57
Vert(LL)
-0.0919-21
>999
480
MT20
BC 0.51
Vert(TL)
-0.1519-21
>903
360
WB 0.37
Horz(TL)
-0.02 19
n/a
n/a
(Matrix)
Weight: 103 lb
2) Plates checked for a plus or minus 0 degree
rotation about its center.
3) Provide mechanical connection (by others) of truss
to bearing plate atjoint(s) 1, 14.
4) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3') nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means
6) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.5001n.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
GRIP,
244/190
FT = 0%F, 0%E
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Nss ype
y
y
TRADEWINDS
A0240654
57276 I
F03
FLOOR
1
2
Job Reference (optional)
Al KUUrII KU53t5, rVK I rltK", rL Jgtl4u
0-34
JII 1-3-0 2-0-0�'�
Special
5x6 = 3x6 11 3x =
11 2 3 4
124 23 22
4x6 = 1.5x4 11
1.5x4 II
5
Run: 7.420 s May 10 2013 Pdnt: 7.420 s May 10 2013 MITek lndustnes, Inc. Thu Oct 03 15:14:57 2013 Page 1
ID:Wp ZvMeaGsNn_MITW21MbmyzAwn-QVMsIPuJiydhFEhXa6N4MikQ7Hbug47al4gcqUyX5jC
1i 1-11-81 1-3-0
tale = 1:36.4
3x4 = 1.5x4 11
6 7
21 20 19
3x6 = 3x8 MT20H FP-- 3x3 =
- 3x4 =
3x3 = 1.5x4 11 3x6 FP= 3x6 11 5x6 —
8 9 10 11 TA 12 13 14
IQ¢
18 17 16 15
1.5x4 11 3x6 = 3x6 =
20-11-8
LOAD
NG (psf)
SPACING
2-0-0
CSI
DEFL
In (loc)
I/deft
Ud
PLATES
GRIP
TCLL
40.0
Plates Increase
1.00
TC 0.48
Vert(LL)
-0.33 19-21
>753
480
MT20
244/190
TEL
10.0
Lumber Increase
1.00
BC 0.87
Vert(TL)
-0.5219-21
>469
360
MT20H
187/143
BCLL
0.0
Rep Stress Incr
NO
WB 0.66
Horz(TL)
-0.05 14
n/a
n/a
BCDL
5.0
Code FBC2010frP12007
(Matrix)
Weight: 215 lb
FT= 0%F, 0%E
TOP G�HORD 2x4 SP M 31(flat)
4) Plates checked for a plus or minus 0 degree
BOT
WEBS
CHORD 2x4 SP M 30(flat)
2x4 SP No.3(flat)
rotation about its center.
BRACING
5) Provide mechanical connection (by others) of truss
TOP
CHORD
to bearing plate atjoint(s) 1, 14.
Structural wood sheathing directly applied or 6-0-0 oc
6) "
wasrusedeaks with fixed heels" Member
�,
purlins.
end fixity model was used in the analysis and design
fixity o l
BOT CHORD
Rigid eiling directly applied or 10-0-0 oc bracing.
of this truss.
7) Recommend 2x6 stwgbacks, on edge, spaced at
i
10-0-0 oc and fastened to each truss with 3-10d
REACTIONS (Ib/size)
(0.131" X 3") nails. Strongbacks to be attached to
1
1966/0-2-12 (min. 0-1-8)
walls at their outer ends or restrained by other means.
8) Gap between inside of top chord bearing and first
14
II
19660-2-12 (min. 0-1-8)
diagonal or vertical web shall not exceed 0.5001n.
FOR
ES (lb)
9) Hanger(s) or other connection device(s) shall be
Max.jComp./Max. Ten. - All forces 250 (lb) or less
except when shown.
provided sufficient to support concentrated load(s)
1088 lb down at 3-9-8 on top chord. The
TOP CHORD
design/selection of such connection device(s) is the
1-2=j2084/0, 2-3=-185410, 3-4=-2084/0,
4-5= 5-6=-6013/0, 6-7=-5869/0,
responsibility of others.
10) In the LOAD CASE(S) section, loads applied to
the face the truss front back
8/0,
7-8=;�86969/0, 8-9=-4959/0, 9-10=-4959/0,
of are noted as (F) or (B).
10.1jl=-4959/0, 11-12=-1371/0,
12-13,=-123810, 13-14=-1371/0
LOAD CASE(S)
BOTICHORD
22-2 '=0/5010, 21-22=0/5010,
Standard
20-2,1=0/6257, 19-20=016257,
1) Dead + Floor Live (balanced): Lumber
18-19=0/5869, 17-18=0/5869,
'
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
16-17=0/3460
BS
Vert: 15-24=-10, 1-14=-100
1V23
0/2766, 14-16=0/1819,
Concentrated Loads (lb)
11-16=-2310/0,
11-17=0/1658,
Vert:4=-1008(F)
9-17�,'-121/264,
8-17=-1557/0, 8-18=0/356,
4-2 =
-3366/0, 4-21=0l1104, 5-21=-254/0,
6-2 --270/51,
7-19=-15/252,
6-19.
-826/0
1) Fasten trusses together to act as a single unit as per
standard industry detail, or loads are to be evenly
applied to all plies.
2) Unbalanced floor live loads have been considered for
this,6
design.
3) Alll plates are MT20 plates unless otherwise
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
ion
rusS
TrUSS Type
y
y
TRADEWINDS a"
A0240655
57276
F04 .
FLOOR TRUSS
1
1
,
Job Reference (optional) I :
0-3-4
H 11-8 j 1 2-6-0
3x6 FP=
4 5
Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 0315:14:57 2013 Page 1
ID: Wp_ZVMeaGsNn_MIT W21M bmyzAwn-QVMsIPuJiydhFEhXa6N4MikQhHcFg4Ra14gcgUyX5jC
' 11�' 11i�' 11�i f 13-0
MSH422
5x6 =
3x6 FP=
5x10 =
1-1�T
Scale = 1:37.0
6x6
I
24 23 22 21 20 19 18 17 16 15 141
6x10 — 3x6 FP= 5x8 = 4x6 11 5x8 = 3x6 FP= 6x10 =
II
0-3.8
LOADING (psf) SPACING 2-0-0
TCLL 40.0 Plates Increase 1.00
TCDL 10.0 Lumber Increase 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC2010/TPI2007
LUMBER
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 31(flat)
WEBS 2x4 SP No.3(flat) *Except*
W1,W16,W14,W13,W3,W4: 2x4 SP No
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
13 = 1425/0-2-12 (min.0-1-8)
1 = 1551/0-2-12 (min.0-1-8)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-2=-1796/0, 2-3=-1796/0, 3-4=-7002/0,
4-5=-7002/0, 5.6=-7002/0, 6-7=-7560/0,
7-8=-7560/0, 8-9=-6199/03 9-10=-6199/0,
10-11 =-61 99/0, 11-12=-1652/0,
12-13=-1652/0
BOT CHORD
22-23=0/4708, 21-22=0/4708,
20-21=0/B439, 19-20=0/8439,
18-1 9=0/7560,17-18=0/7560,
16-17=0/4268, 15-16=0/4268
WEBS
1-23=0/2377, 13-15=0/2186,
11 -1 5=-2841/0, 11-17=0/2096,
9-17=-41/292, 8-17=-2128/0, 8-18=0/618,
3-23=-3161/0, 3-21=0/2491, 6-21 =-1 626/0,
6-19=-1492/0
E
CSI DEFL in (loc) I/deft
TC 0.50 Vert(LL)-0.3919-20 >623
BC 0.78 Vert(TL)-0.6219-20 >395
WB 0.70 Horz(TL) -0.08 13 n/a
(Matrix)
4) Provide mechanical connection (by others) of truss
to bearing plate atjoint(s) 13, 1.
5) "Semi -rigid pitchbreaks with fixed heels" Member
2(flatfnd fixity model was used in the analysis and design
f this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131" X T) nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
8) Use USP MSH422 (Wth 10d nails into Girder &
1 Od nails into Truss) or equivalent at 8-9-8 from the
left end to connect truss(es) F09 (1 ply 2x4 SP) to
back face of top chord.
9) Fill all nail holes where hanger is in contact with
lumber.
10) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back (B).
NOTES
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are 3x6 MT20 unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1:00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 14-24=-10, 1-13=-100
Concentrated Loads (lb)
Vert: 6=-744(B)
Ltd PLATES GRIP'11,
480 MT20 244/190
360 1
n/a
Weight: 162 lb FT = 0%F, 0%E
I�
I
i
J
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
o
cuss ype
y
y
-WINDS
A0240656
57276
FRISS
FLOOR GIRDER
1
1
Job Reference o tional
rri tcuur li rcwaw, r�rt i r��n � w�+�
0-4-8
2-6-0
Run: 7.420 s May 10 2013 Print: 7.420 s May 16 2013 MiTek Industries, Inc. Thu Od 0315:14:58 2013 Page 1
ID:Wp_ZvMa GsNn_MITW21MbmyzAwn-uhwEWlvyTGIYtNGj8quJvvGWlhvJZVcjFka9NwyX5jB
1-10-0 _ I 11 1� 1 3 D D
S le = 1:29.5
1.&4 II
Special
3x6 FP=
3x6 =
4x10 = 3x3 = 3x3 = 1.5x4 11 3x6 = 3x6 11 6x6
1. x4 =
2 4 5 6
7 8 TA 9
10 11
I�
4
18 17 16 15 14 13
12
41
10 =
4x8 = 1.5x4 11 1.5x4 11 3x6 = 4x8 =
3x12 MT20H FP=
17-3-12
3
g
17-0-4
17 0-
3I
16.8-12
0- 4 1
0-3-4 1
Plate Offsets fX.Y):
[1:Edpe,0-0-121, [11:0-1-4,Edge], [14:0-1-8 Edgel [19.0-4-0 Edge] [20:0-1-8 0-1-81
LOADI
G(psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/defl Ud
TCLL
40.0
Plates Increase 1.00
TC 0.80
Vert(LL) 0.31 16-18 >658 480
TCDL
10.0
Lumber Increase 1.00
BC 0.99
Vert(TL) -0.47 16-18 >429 360
BCLL
0.0
Rep Stress Incr NO
WB 0.77
Horz(TL) 0.03 11 n/a n/a
BCDL
5.0
Code FBC2010ITP12007
(Matrix)
LUMBER
TOP CHORD
2x4 SP No.2(flat) `Except'
S) Provide mechanical connection (by others) of truss
I T6: 2x4 SP M 31(flat)
to bearing plate at joint(s) 11.
BOT CHORD
WEBS
2x4 SP M 31(flat)
Ij 2x4 SP No.3(flat)
6) "Semi -rigid pitchbreaks with fixed heels" Member
BRACING
end fixity model was used in the analysis and design
TOP CHORD
Structu
R I wood sheathing directly applied or 5-0-13 oc
of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at
puriins,
I except end verticals.
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X T) nails. Strongbacks to be attached to
BOT C
Rigid c
ORD
directly applied or 10-0-0 oc bracing.
walls at their outer ends or restrained by other means.
8) Gap between inside of top chord bearing and first
REACTIONS
Filing
(lb/size)
diagonal or vertical web shall not exceed 0.500in.
19
(min. 0
9) CAUTION, Do not erect truss backwards.
10) Hanger(s) or other connection device(s) shall be
11
156/0 2-1 -1-8
I` 1156/0-2-12 (min. 0-1-8)
provided sufficient to support concentrated load(s)
FORCES
(Ib)
849 lb down at 5-1-12 on top chord. The
Max. C�
(1b) ax. Ten. -All forces 250 (lb) or less
design/selection of such connection device(s) is the
responsibility of others.
exceptwhen shown.
TOP C' ORD
11) In the LOAD CASE(S) section, loads applied to
2-3=-4 82/0, 3-4=-4948/0, 4-5=-4828/0,
the face of the truss are noted as front (F) or back (B).
5-6=-4244/0, 6-7=-4244/0, 7-8=-4244/0,
8-9=-1�21/0, 9-1 0=-1 111/0,
10-11�i1221/0
LOAD CASE(S)
Standard
BOT CHORD
18-19=0/2997, 17-18=0/4828,
1) Dead + Floor Live (balanced): Lumber
16-17 i0/4828,
15-16=0/4828,
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
14-15=0/4828,
WEBSII
13-14=0/3016
Vert: 12-19=-10, 1-11=-100
2-19=-3
11-133L'0/1621,
258/0, 2-18=0/2158, 3-1 8=-1 169/0,
8-13=-1984/0,
Concentrated Loads (lb)
Vert: 19=-976 3=-769(F)
8-14=00358,
5-14=-1212/0, 5-15=0/328,
4-18=-i0/658,4-16=-257/0
NOTE
1) Unbalanced
floor live loads have been considered for
this design.
2) All plates
are MT20 plates unless otherwise
indicated.
3) Plate(s)
atjoint(s) 19, 20, 1, 2, 18, 3, 13, 10, 8, 14, 6,
5, 15,
16, 7 and 11 checked for a plus or minus 0
degree'rotation
about its center.
4) Plaje(s)
atjoint(s) 17 checked for a plus or minus 5
degree
rotation about its center.
PLATES
GRIP
MT20
244/190
MT20H
187/143
Weight: 97 Ib
FT = 0%F, 0%E
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
russ
fuss Type
QtY
Ply
A0240657�
57276
Fos
Floor
2
1
�TRADEWNDS
Job Reference (optional)
MI RVVr ,-... J, rum, rl Gm-, rL JYDYO
0-4-0
i I 1 2-6-0
5x6 =
1 2
20
3x4 =
1.5x4 II 3x6 FP=
3 4 5
Run: 7.420 s May 10 2013 Print 7.420 s Mey 10 2013 MTek Industries, Inc. Thu Oct 0315:14:68 2013 Page 1
ID: Wp_ZvMeaGsNn_MIT W21Mbmmwn-uhwEWlvyTGIYtNGjequJvvGZZhzoZXojFka9NwyX5jB
1, 1i1- 1-3-0 1-3-01 '0
S le = 1:29.9
1.5x4 11
3x3 =
1.5x4 11
3x4 =
1.5x4 11
I
5x6 =
6
7
6
9
10 11
12
19 18 17 16 15 14 13
3x8 = 3x4 = 1.5x4 11 3x6 = 3x6 FP= 4x6 =
0-4-0 117-3-12
q-3 9 17-0-4 _ 17t
�3 16-8.4 0-0-4'
LOADING (psf)
SPACING
2-0-0
TCLL
40.0
Plates Increase
1.00
TCDL
10.0
Lumber Increase
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010/TP12007
LUMBER
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat) *Except*
B2: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS (lb/size)
1 = 919/0-3-8 (min. 0-1-8)
12 = 919/0-2-12 (min.0-1-8)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-2=-1222/0, 2-3=-1218/0, 3-4=-1218/0,
4-5=-3134/0, 5-6=-3134/0, 6-7=-3134/0,
7-8=-3048/0, 8-9=-3048/0, 9-10=-956/0,
10-11=-956/0, 11-12=-959/0
BOT CHORD
18-19=0/2456, 17-18=0/3134,
16-17=0/3134, 15-16=0/2294,
14-15=0/2294
WEBS
12-14=0/1269, 1-19=0/1461, 9-14=-1479/0,
9-16=0/834, 8-16=-277/43,
7-16=-507/241, 4-1 9=-1 369/0, 4-18=0/890,
6-18=-258/0
NOTES
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Provide mechanical connection (by others) of truss to
bearing plate atjoint(s) 12.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
:dge] [19:0-3-12,Edge]
CSI
DEFL
in (loc)
I/deft
L/d
PLATES GRIP
TC 0.62
Vert(LL)
-0.2316-17
>884
480
MT20 244/190
BC 0.76
Vert(TL)
-0.3418-19
>597
360
WB 0.70
Horz(TL)
-0.06 12
n/a
n/a
(Matrix)
Weight: 85 lb FT = 0%F, 0%E
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3') nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
�F
Al ROOF T USSES, FORT PIERCE, FL 34946
• 0 0
0-8-0 1
Job
Truss
I russ Type
Qty�Ply
TRADEWINDS
AOi40658
57276
F07
Floor Truss
1
1
Job Reference (optional)
Run: 7.420 s Mayy�10 2013 Print: 7.420 s May 102013 MiTek Industries, Inc. Thu Oct0315:14:59 2013 Pagel
I D:Wp_ZvMeaGsNr _MITW2iMbmyzAwn-MtUdj5waEZtP UXrvIXPYS7piv5lyl2CsUNJjvNyXSjA
1-3-0 2-6-0 2-6-0 0-34
i i ' Scae=1:21.1
3x3 II
6.6 = 3.3 =
1 2 3
11
T 11
11
6 3x6 = 1 5x4 11 15x4 11 3x6 =
43x3
1.5x4 II
5
r
3x4 = 3x6 11 5x6 =
6 78 9
o
11 10
3x6 =
12-3-12
i-0-4
n_a
Plate Offsets
(X Y)•
(9.0-1-2 Edge]
LOADING
(psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/defl Ud
PLATES GRIP
TCLL
40.0
Plates Increase 1.00
TC 0.71
Vert(LL) -0.18 12-13 >797 480
MT20 244/190
TCDL
10.0
Lumber Increase 1.00
BC 0.77
Vert(TL) -0.27 12-13 >523 360
BCLL
0.0
Rep Stress Incr YES
WB 0.43
Horz(TL) -0.01 9 n/a n/a
BCDL
5.0
Code FBC201 D/TP12007
(Matrix)
Weight: 64 lb FT = 0%F, 0%E
r r rnnncn
TOP
2x4 SP No.2(flat) `Except'
6) Gap between inside of top chord bearing and first
IRD
BOT
T1: 2x4 SP M 30(flat)
RD 2x4 SP M 30(flat)
diagonal or vertical web shall not exceed 0.500in.
WEBS 11 2x4 SP No.3(flat)
BRACING
LOAD CASE(S)
TOP C
ORD
Standard
Structural
wood sheathing directly applied or 6-0-0 oc
purlins.I
BOT Cli
RD
Rigid cifing
directly applied or 10-0-0 oc bracing.
REACT,ONS
(lb/size)
1
644/0-3-8 (min. 0-1-8)
9
648/0-2-12 (min. 0-1-8)
FORGE'S (lb)
Max. CIpmp./Max. Ten. - All forces 250 (lb) or less
except hen shown.
TOP CWORD
1-2=-3?2/0, 2-3=-310/0, 3-4=-1135/0,
4-5=-1622/0, 5-6=-1622/0, 6-7=-677/0,
7-8=-645/0, 8-9=-677/0
BOT C ORD
14-15=0/1136, 13-14=0/1135,
12-13 d/1135, 11-12=0/1406
WEBSIf
9-11=0/899, 6-11=-805/0, 5-12=-359/0,
• 4-12=QQ/682, 4-13=-292/0, 1-15=0/577,
2-15=i1367, 3-14=0/328, 3-15=-1210/0
NOTES
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about Its center.
3) Pro)iide mechanical connection (by others) of truss to
bearing plate atjoint(s) 9.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity ode] was used in the analysis and design of this
trussll
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0'I oc and fastened to each truss with 3-10d
(0.131j' X 3") nails. Strongbacks to be attached to walls
at thei,� outer ends or restrained by other means.
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435 -
Job
Truss
I ruse Type
Qty�PIY
FTRbADEVANDSA024065957276
FOB
FLOOR TRUSS1
1Reference
(optional)
0
10
KW: 7.42U S May ' U ZU13 Pnnt 7.42U S May 10 2013 MITek Industries, Inc. Thu Oct03 15:14:59 2013 Pagel
ID: Wp_ZvMeaGsNn_MITW2iM bmyzAwn-MtUdj5waEZtPUXrviXPYS7ppH5MxlxOsUNJjvNyX5jA
0-8-0� i 1-8-0 0-4-0
1.5x4 11 3x3 =
3x6 = 3x6 =
9 8
3x3 =
6x6 =
7
5-B-0
54-0 5-Ar8
0-3-8 5-0-8 04-8
0-3.8
Scale = 1:11.2
4
97
d
LOADING (psf)
SPACING 1-0-0
CSI
DEFL in
(loc) I/defl L/d
I,
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.31
Vert(LL) -0.03
7 >999 480
MT20 244/190
TCDL 10.0
Lumber Increase 1.00
BC 0.51
Vert(TL) -0.06
7 >999 360
BCLL 0.0
Rep Stress Incr NO
WB 0.89
Horz(TL) 0.00
6 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 31 lb FT'= 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS - 2x4 SP No.3(flat)
LOAD CASE(S)
BRACING
Standard
TOP CHORD
1) Dead + Floor Live (balanced): Lumber
Structural wood sheathing directly applied or 5-8-0 oc
Increase=1.00, Plate Increase=1.00
purlins, except end verticals.
Uniform Loads (pif)
BOT CHORD
Vert: 7-10=-5, 1-6=-50
Rigid ceiling directly applied or 10-0-0 oc bracing.
Concentrated Loads (lb)
Vert: 2=-894 4=-894
REACTIONS (lb/size)
10 = 1098/Mechanical
6 = 976/0-3-8 (min.0-1-8)
Max Grav
10 = 1108(LC 3)
6 = 976(LC 1)
FORCES (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-1656/0, 34=-1656/0, 4-5=-1656/0,
5-6=-1659/0
BOT CHORD
9-10=0/1525, 8-9=0/1656
WEBS
2-10=-1858/0, 6-8=0/1865, 4-8=-833/0
NOTES
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131" X Tnails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
6) Gap between inside of top chard bearing and first
diagonal or vertical web shall not exceed 0.5001n.
Julius Lee, P.E., #34869
7) CAUTION, Do not erect truss backwards.
1109 Coastal Bay
Boynton Beach, FL 33435
JOD
11
Truss
TrUSS Type
y
Ply
A0240660
57276
F09
FLOOR TRUSS
1
�TRADEWINDS
1
-
Job Reference (optional)
Al KL
FORT PIERCE, FL" 34946 Run: 7.420 s May 10 2013 Print 7.420 s May 10 2013 MiTek Indushies,-Inc. Thu Oct 0315:14:59 2013 Page 1
I D: Wp_ZvMeaGsNn_MITW2iMbmyzAwn-MtUdj5waEZtPUXrviXPYS7psV5JJ14QsUNJjvNyX5jA
1-3-8 J , 1-5-0 ,
1 3x3 I I 2I 3x6 = 3' 3x3 11
Scale = 1:7.8
6
3x6 =
LOADI
G(psf)
SPACING
1-0-0
CSI
TCLL
40.0
Plates Increase
1.00
TC 0.10
TCDL
10.0
Lumber Increase
1.00
BC 0.75
BCLL
0.0
Rep Stress Incr
NO
WB 0.29
BCDL
5.0
Code FBC2010/TPI2007
(Matrix)
LUMBER
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 11 2x4 SP N0.3(flat)
BRACING
TOP CHORD
Structu sl wood sheathing directly applied or 3-4-0 oc
purlins, I except end verticals.
BOTCHORD
Rigid oiling directly applied or 10-0-0 oc bracing.
REAC II'ONS (lb/size)
6 869/Mechanical
4 11 844/Mechanical
FORCES (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
BO.T CH, ORD
5-6=0/ 022, 4-5=0/1022
WE
2-6--1 IBS
18/0, 2-4=-1190/0, 2-5=0/572
NOTES
1) Plans checked for a plus or minus 0 degree rotation
about its center.
2) Refgr to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity ode[ was used in the analysis and design of this
truss.1
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 OC and fastened to each truss with 3-10d
(0.131 t' X 3") nails. Strongbacks to be attached to walls
at theifi outer ends or restrained by other means.
5) In the LOAD E(S) section, loads applied to the
face of lthe truss are noted as front (F) or back (B).
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (plf)
Ve [ 4-6=-305(B=-300), 1-3=-50
Co 3centrated Loads (lb)
Vert 2=-619
1.5x4 II
5
DEFL in (loc) I/defl L/d
Vert(LL) -0.02 4-5 >999 480
Vert(TL) -0.03 4-5 >999 360
Horz(TL) 0.01 4 n/a n/a
3x6 =
4
PLATES GRIP
MT20 244/190
Weight: 21 lb FT = 0%F, 0%E
Julius -Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435 -
job
Truss
I hiss Type
y
y
� AD240651
57276
F11
Floor
14
1
ITRADEVONDS
`"
--•
Job Reference (optional)- - -
0-3-4
ins
6x6 = 3x6 11
1 2 3
25 24
4x6 =
3x8 = 1.5x4 11 3x4 =
4 5 6
Bi
23 22 21
5x8 = 3x6 FP=
Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MITek Industries, Inc. Thu Oct 0315:15:00 2013 Page 1
ID: Wp_ZvMeaGsNn_MITW2iMbmyzAwn-g42TxRwC7t7F6hQ6GFwn_KMx6Uiz1 PB0j13GRpyX5j9
1i 1
Scale = 1:40.7
1.5x4 II
1.5x4 11 3x4 =
3x6 FP= 3x8 = 3x6 11 6x6 -
7 8
9 10 11 TA 12 13 14
IQI�m
d
20 19
18 17 16
15
4x6 11 3x6 11
5x8 = 4x8 =
0-3-8 22-11-8
034 22." 22#'
0-3'4 22.4-8 0-
LOADING (psf) SPACING 2-0-0
TCLL 40.0 Plates Increase 1.00
TCDL 10.0 Lumber Increase 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2010/TP12007
LUMBER
TOP CHORD 2x4 SP M 31(flat)
BOT CHORD 2x4 SP M 31(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
1 = 1237/0-2-12 (min. 0-1-8)
14 = 1237/0-2-12 (min. 0-1-8)
FORCES (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-2=-1312/0, 2-3=-1192/0, 3-4=-1312/0,
4-5=-4831/0, 5-6=-4831/0, 6-7=-5930/0,
7-8=-5930/0, 8-9=-4807/0, 9-10=-4807/0,
10-11 =-4807/0,11-12=-1312/0,
12-13=-1191/0, 13-14=-1312/0
BOT CHORD
23-24=0/3294, 22-23=0/3284,
21-22=0/5710, 20-21 =0/571 0,
19-20=0/5930, 18-19=0/5930,
17-18=0/3272, 16-17=0/3281
WEBS
1-24=0/1742, 14-1 6=0/1 742,
11-16=-2177/0, 11 -1 8=0/1 672,
10-18=-278/0, 8-18=-1447/0,
4-24=-2191 /0, 4-22=0/1684, 6-22=-963/0,
6-20=-210/696, 8-19=-72/372
NOTES
1) Unbalanced floor live•loads have been considered for
this design.
2) Plate(s) atjoint(s) 21 checked for a plus or minus 5
degree rotation about its center.
3) Plate(s) atjoint(s) 1, 9, 14, 24, 2, 16, 13, 11, 18, 10, 8
, 4, 22, 5, 6, 20, 7 and 19 checked for a plus or minus 0
degree rotation about its center.
=dge], [19:0-3-0,0-0-0],
[20:0-3-0,Edge], [22:0 4-O,Edge]
CSI
DEFL
in (loc)
I/deft
Ud
PLATES GRIP,
TC 0.49
Vert(LL)
-0.47 20-22
>577
480
MT20 244/190
BC 0.46
Vert(TL)
-0.74 20-22
>366
360
WB 0.83
Horz(TL)
-0.10 14
n/a
n/a
(Matrix)
Weight: 130 lb FT = 0%F, 0%E
4) Provide mechanical connection (by others) of truss
to bearing plate atjoint(s) 1, 14.
5) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X T) nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S)
Standard
Julius Lee, P.E. 434869
1109 Coastal Bay
Boynton Beach, FL 33435
JOD
Truss Type
uty
Ply
TRADEWINDS
57276
F12
Floor
4
1
A0240662
j
Job Reference (optional)
Al ROOF
run nc .........
26 II-1:21,
Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 03 15:15:01 2013' Page 1 `
ID: Wp_ZvMeaGsNn_MITW2iMbmyzAwn-IGcNBnxgmB76krtlpySOXYu3Wu7kmyP9xhopzFyX5j8
, 8 1-3-00 3
ple = 1:39.9
I5x6 = 1.5x4 11
2 3
3x4 = 3x4 = 1.5x4 11
4 5 6
Ti
3x4 = 3x6 FP= 3x3 I I
7 8 9
Al
ee
e e
26 25
24 23 22
21 20
11 3x6 =
1.5x4 11 1.5x4 11 3x6 =
3x6 FP= 3x8 =
3x4 = 1.5x4 11 3x4 =
10 11 _. 12
19 18
3x3 = 1.5x4 11
Plate Offsets X
1:0-0-2 Ed a 4:0-1-8 Ed a 5:0-1-8 Ed a 12:0-1-8 Ed a 15:0-1-2 Ed e
LOADIG N
(psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/deft Ud
TCLL
40.0
Plates Increase 1.00
TC 0.64
Vert(LL) -0.11 22-23 >999 480
TCDL
10.0
Lumber Increase 1.00
BC 0.68
Vert(TL) -0.16 22-23 >973 360
BCLL
0.0
Rep Stress Incr YES
WB 0.45
Horz(TL) -0.02 15 n/a n/a
BCDL
5.0
Code FBC2010frP12007
(Matrix)
LUMBER
TOP C
CORD
ORD 2x4 SP No-2(fiat)
NOTES
BOT
2x4 SP No.2(flat)
1) Unbalanced floor live loads have been considered
WEBS
11 2x4 SP No.3(flat)
for this design.
BRACING
TOP CFIORD
2) Plates checked for a plus or minus 0 degree
Structural
wood sheathing directly applied or 6-0-0 cc
rotation about its center.
3) Provide mechanical connection (by others) of truss
purlins.
1
to bearing plate atjoint(s) 1, 15.
BOT C
Rigid ceiling
ORD
directly applied or 6-0-0 oc bracing.
4) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
REACT
'
IONS (lb/size)
of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
1
622/0-2-12 (min. 0-1-8)
522/0-2-12
10-0-0 oc and fastened to each truss with 3-1 Od
15
-1-8)
/0-2-12 (min. 0-1-8)
(0.131" X V) nails. Srongbacks to be attached to
20
143 (min.
walls at their outer ends or restrained by other means.
Max Grav
1 =
644(LC 10)
6) Gap between inside of top chord bearing and first
15
8(LC
diagonal or vertical web shall not exceed 0.500in.
20
14 C 1)
7) CAUTION, Do not erect truss backwards.
FOR
Max. CtiCES
(Ib)
inp./Max. Ten. -All forces 250 (lb) or less
LOAD CASE(S)
except%ihen
shown.
Standard
TOP CHORD
1-2=-657/0, 2-3=-655/0, 3-4=-655/0,
4-5=-14�8/0, 5-6=-1481/O, 6-7=-1481/0,
7-8=0/1004, 8-9=0/1004, 9-10=0/1004,
10-11=-845/116, 11-12=-845/116,
12-13=�94/0,
13-14=-494/0,
14-15= r
95/0
BOT CHORD
24-25=0{1488, 23-24=0/1488,
22-23=6j1488, 21-22=01708, 20-21=W708,
19-20=-357/597, 18-19=-116/845,
17-18= 116/845
WEBS 11
9-20=- 96/0, 1-25=0/869, 7-20=-1533/0,
7-224040, 6-22=-305/0, 4-25=-917/0,
5-22=-2,87/89, 10-20=-1140/0;
10-19=0�569, 11-19=-275/0, 15-17=0/655,
13-17= 4270/0.
12-17=-387/183
1.5x4 11 5x6 =
13 14 15
14I�
17 16
3x6 =
22-11-8
PLATES GRIP
MT20 244/190
Weight: 116 Ib FT = 0%F, 0%E
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
job
Truss
Truss Type
y
57276
F13
FLOOR
1
�f
-. 2
�TRADEWNDS
7A02406]63
Job Reference (optional) I r�.
— moor i m—ca, rum 1 rimnum, rL a Vy
0-3-4
iii 1-3-0' 2-2-0 2-6-0
7.420 s May 10 2013 Pnnt 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 03115:15:01 2013 Page 1
ID: Wp_ZvMeaGsNn_MIT WLiM bmyzAwn-IGcNBnxgmB76krtlpySOXYu4Uuyjmul9xhopzFyX5j8
1 � 3i '
1� ��
tale = 1:39.9
Special
1.5x4 11
1
5x6 = 3x6 11 3 = 1.5x4 11
3x4 = 1.5x4 11 3x4 = 3x6 FP=
3x4 = 3x6 11 5x6 =
1 23 5
6 7 8 910
TA
11 12 13j114
Ti
��
I jq
I414
l
24 23 22 21
20 19 18 17
16 I I15
Us = 1.5x4 11 3x6 =
Us MT20H FP_— 1.5x4 11 3x6 =
3x6 =
3x4 =
0-3-8
i22-11-B
030 3-9-12 6-5-4
22-8-0
2218 4
0-3-4 3-5-4 2-7-8
16-2-12
0,
0-0-4
0-3-4
Plate Offsets (X,Y): [1:0-0-2,Edge], [B:0-1-8,Edge], [14:0-1-2,Edge], [19:0-1 -8. Edge], [23:0-2-8,Edge]
LOADING(psf)
SPACING 1-7-3
CSI
DEFL in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.58
Vert(LL) -0.41 19-21 >652 480
MT20 244/190
TCDL 10.0
Lumber Increase 1.00
BC 0.88
Vert(TL) -0.67 19-21 >404 360
MT20H 187/143
BCLL 0.0
Rep Stress Incr NO
WB 0.66
Horz(TL) -0.06 14 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 232 lb FT = 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP No.2(flat) "Except"
4) Plates checked for a plus or minus 0 degree
T4: 2x4 SP 0( 30(flat)
rotation about its center.
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
5) Provide mechanical connection (by others) of truss
BRACING
to bearing plate atjoint(s) 14, 1.
TOP CHORD
6) "Semi -rigid pitchbreaks with fixed heels" Member
Structural wood sheathing directly applied or 6-0-0 oc
end fixity model was used in the analysis and design
of this truss.
B01T CHORD
7) Recommend 2x6 strongbacks, on edge, spaced at
Rigid ceiling directly applied or 10-0-0 oc bracing.
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131"X 3') nails. Strongbacks to be attached to
REACTIONS (lb/size)
walls at their outer ends or restrained by other means.
14 = 1175/0-2-12 (min. 0-1-8)
8) Gap between inside of top chord bearing and first
1 = 1966/0-2-12 (min. 0-1-8)
diagonal or vertical web shall not exceed 0.500in.
9) Hanger(s) or other connection device(s) shall be
FORCES (lb)
provided sufficient to support concentrated load(s)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less
1215 lb down at 3-9-8 on top chord. The
except when shown.
design/selection of such connection device(s) is the
TOP
P CHORD
CHO/0,
responsibility of others.
1-22-3=-1860/0, 3-4=-2099/0,
10) In the LOAD CASE(S) section, loads applied to
4-5=-6198/0, 5-6=-6198/0, 6-7=-6046/0, .
the face of the truss are noted as front (F) or back (B).
7-8=-6046/0, 8-9=-4699/0, 9-10=-4699/0,
10-11=-4699/0, 11-12=-1245/0,
LOAD CASE(S)
12-13=-1124/0, 13-14=-1245/0
Standard
BOT CHORD
22-23=0/5339, 21-22=0/5339,
1) Dead + Floor Live (balanced): Lumber
20-21=0/6452, 19-20=0/6452,
Increase=1.00, Plate Increase=1.00
18-19=0/6046, 17-18=0/6046,
Uniform Loads (plf)
16-17=0/3204
Vert: 15-24=-8, 1-14=-80
WEBS
Concentrated Loads (lb)
1-23=0/2786, 14-16=0/1652,
Vert: 4=-1164(B)
11 -1 6=-2166/0, 11-17=0/1654,
8-17=-1754/0, 4-23=-3663/0, 4-21=0/946,
6-21=-280/22, 6-19=-858/0, 8-18=0/287
NOTES
1) Fasten trusses together to act as a single unit as per
standard industry detail, or loads are to be evenly
applied to all plies.
2) Unbalanced floor live loads have been considered for
this design.
3) All plates are MT20 plates unless otherwise
indicated. Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
s
JOD
Truss
lruss lype
Qly
Ply
TRADEWINDS
A0240664
57276
F14
FLOOR GIRDER
1
1
-
Job Reference (optional)
ni r[uur i �Cuaaca, r�rt i ricnuc, rc uYayv
• 0.3
1-1-8 2i
2-0-0�
MSH422
3x6 FP= 5 =
45 TVA
22 21 20
5x10 =
3x8 MT20H FP=
Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MTek Industries, Inc. Thu Oct 0315:15:02 2013 Page 1
ID: Wp_ZvMeaGsNn_MIT W2iM bmyzAwn-nS91L6ySXU FzL7aUNgzF31RJkIKnVGyJALYNWhyX5j7
2-0-8 1� H -
Scale = 1:40.7
3x6 FP=
5x6 = 5x8 = Us 11
7 8 910 11 TQ 12 13
IQ I¢ I
19 18 17 16 15 14
4x6 11 3x8 MT20H FP=5x8 = Us =
22-11-8
2V
0-
n-v.e
Plate Offsets
II
(X,Y): [1:0-3-0,Edge], [3:0-5-0,Edge], [6:0-3-0,Edge], [8:0-1-8,Edge], [11:0-4-0,Edge], (13:0-3-0,Edge], [16:0-2-12,Edge], [18:0-3-0,0-0-0], [19:0-3-0,Edge],
[22:0-4-12 Edge] [23:0-3-8 Edge]
LOADI
G(psf)
SPACING 1-4-0
CSI
DEFL in (loc) I/defl L/d
PLATES GRIP
TCLL
40.0
Plates Increase 1.00
TC 0.36
Vert(LL) -0.43 19-20 >617 480
MT20 244/190
TCDL
10.0
Lumber Increase 1.00
BC 0.76
Vert(TL) -0.68 19-20 >393 360
MT20H 187/143
BCLL
0.0
Rep Stress Incr NO
WB 1.00
Horz(TL) -0.07 13 n/a n/a
BCDL
5.0
Code FBC2010/TP12007
(Matrix)
Weight: 177 lb FT = 0%F, 0%E
TOP CHORD 2x4 SP M 31(flat)
!
4) Plates checked for a plus or minus 0 degree
BOT
2x4 SP M 31(flat)
rotation about its center.
WEBS
CORD
2x4 SP No.3(flat) *Except*
5) Provide mechanical connection (by others) of truss
W15,W14,W12,W4,W5,W9: 2x4 SP No.2(flatto bearing plate atjoint(s) 13, 1.
) Semi -rigid pitchbreaks with fixed heels" Member
BRACT
TOP CHORD
G
end fixity model was used in the analysis and design
Structu
I wood sheathing directly applied or 6-0-0 cc
�
of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at
purlins.
BOT C
ORD
10-0-0 oc and fastened to each truss with 3-1 Od
Rigid cle'iling
directly applied or 10-0-0 oc bracing.
nails. attached
d e
orStrongrestrained
walls at their outer ends or restrained by other means.
walls at their ends
REAC
IONS (lb/size)
8) Gap between inside of top chord bearing and first
1157/0-2-12 (min. 0-1-8)
diagonal or vertical web shall not exceed 0.500in.
1
1369/0-2-12 (min. 0-1-8)
9) Use USP MSH422 nth 10d nails into Girder &
1 Did nails into Truss) or equivalent at 8-9-8 from the
FORCES
(lb)
left end to connect truss(es) F19 (1 ply 2x4 SP) to
Max. Comp./Max. Ten. - All forces 250 (lb) or less
front face of top chord.
except'when shown.
10) Fill all nail holes where hanger is in contact with
TOP CHORD
In
1-2=-1695/0, 2-3=-1595/0, 3-4=-6614/0,
11) the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back (B).
4-5=-6614/0, 5-6=-6614/0, 6-7=-7242/0,
7-8=-7�42/0, 8-9=-5331/0, 9-10=-5331/0,
10-11--5331/0, 11-12=-1351/0,
TI
LOAD CASE S
( )
12-13=-1351/0
Standard
BOT &ORD
22-23T0/4302, 21-22=0/8278,
1) Dead + Floor Live (balanced): Lumber
20-21=0/8278, 19-20=0/8278,
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
18-19=0/7242, 17-18=0/7242,
16-1770/7242, 15-16=0/3564
Vert: 14-24=-7, 1-13=-67
WEB
Concentrated Loads (lb)
'
1-23=0/2110, 13-15=0/1787,
Vert: 6=-892(F)
11-15=I 2403/0, 11-16=0/1918,
8-16=,2332/0, 8-18=0/404, 3-23=-2940/0,
3-22=1 2510, 6-22=-1867/0, 6-19=-1555/0
NOTES
1) Unbalanced floor live loads have been considered for
this design.
2) All plates
are MT20 plates unless otherwise
indicated.
3) All plates
are 3x6 MT20 unless otherwise indicated.
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
TnJSS Type
Qty ply
,
A0240665
57276
F15 _
Floor Girder
1 1
�TRADEWNDS
_
-
Job Reference (optional)
Al nUUr I nuaata, run I ritnct, t-L 34e40 Hun: r.4Zu s May 10'S 3 Pnnt: 7.4Z0 S May 10 ZU13 MITeK Industries, Inc. Thu Oct 0315:15:03 2013 Page 1
ID: Wp_ZvMeaGsNn_MITW21MbmyzAwn-Ffj7ZSz4loNgz99hxNUUcz_N3iePERSP7Hw28yX5j6
0-4-8
1-1 I 2-6-0 2-1-0 2-1-0 - 14
Scale = 1:34.0
1.5x4 11
3x6 =
1
Special
4x10 = 1.5x4 11
2
3x4 = 3x4 =
4 5
1.5x4 11
3x6 FP=
67
3x8 = 3x6 11 6x6 -
8 9 10 11
21
0
19
18 17 16
15 14
13 12
5x12 =
5x8 =
3x6 FP= 3x6 11
5x8 =
4x8 =
Special
3x6 11
I
191 3'--12
0-3j 19-0-4 19-0-8
D 3 !3 18-8-12 0- 4
LOADING(psf)
SPACING
2-0-0
TCLL
40.0
Plates Increase
1.00
TCDL
10.0
Lumber Increase
1.00
BCLL
0.0
Rep Stress Incr
NO
BCDL
5.0
Code FBC2010/TP12007
LUMBER
TOP CHORD 2x4 SP M 30(flat) *Except*
T2: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOPCHORD
Structural wood sheathing directly applied or 5-3-8 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
20 = 2692/0-3-8 (min. 0-1-8)
11 = 1243/0-2-12 (min. 0-1-8)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-5681/0, 3-4=-5737/0, 4-5=-5973/0,
5-6=-4839/0, 6-7=-4839/0, 7-8=-4839/0,
8-9=-1319/0, 9-1 0=-1 198/0,
10-11=-1319/0
BOT CHORD
19-20=0/3488, 18-19=0/5973,
17-18=0/5973, 16-17=0/5973,
15-16=0/5973, 14-15=0/3263,
13-14=0/3299
WEBS
11-13=0/1751, 8-13=-2189/0, 8-15=0/1687,
7-15=-262/0, 5-15=-1655/0, 5-16=0/447,
2-20=-3765/0, 2-19=0/2497, 3-19=-1124/0,
4-19=-390/493, 4-17=-373/15
NOTES
1) Unbalanced floor live loads have been considered for
this design.
2) Plate(s) atjoint(s) 20, 21, 1, 6, 11, 13, 10, 8, 15, 7, 5,
16, 2, 19, 3, 4 and 17 checked for a plus or minus 0
degree rotation about its center.
3) Plate(s) atjoint(s) 18 checked for a plus or minus 5
degree rotation about its center.
4) Provide mechanical connection (by others) of truss to
bearing plate atjoint(s) 11.
CSI
DEFL
in
(loc)
I/defl
Ud
TC 0.83
Vert(LL)
-0.33
17
>675
480
BC 0.86
Vert(TL)
-0.53
17
>429
360
WB 0.83
Horz(TL)
0.01
11
n/a
n/a
(Matrix)
5) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Old
(0.131" X 3') nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.5001n.
8) CAUTION, Do not erect truss backwards.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)
867 lb down at 5-1-12 on top chord, and 1096 lb
down at 0-3-0 on bottom chord. The design/selection
of such connection device(s) is the responsibility of
others.
10) In the LOAD CASE(S) section, loads applied to
the face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 12-20=-10, 1-11=-100
Concentrated Loads (lb)
Vert: 20=-1096(F) 3=-787(B)
PLATES GRIP
MT20 244/190
Weight: 123 lb FT.=,0%F, 0%E
Julius Lee, P.E., 934869
1109 Coastal Bay
Boynton Beach, FL 33435
11
russ ype
y
y
TRADEWINDSA0240666
P57lorUss
276
F16
Floor
2
1
1
Job Reference (optional) I
rn nuur i[ uaaca, rum rimm.c, rLuyavo
0 4II
1-3-0 2-6-0
Run: 7.420 a May 10 2013 Print: 7A20 a May 10 2013 MITek Industries Inc. Thu Oct 0315:15:04 2013 Page 1
ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-jrHVmo_136VhbijiV57j9AWX06_aZEMcef1 UaayX5j5
1-3-0 1 1 3a S le = 1:33.4
1.5x4 II
5x6 = 1.5x4 11 3x3 = 3x4 = 3x6 FP=
2 3 4 5 6 7 8 9
¢2 21 20 19 18 17
4x6 = 1.5x4 11 1.5x4 11
Plate Offsets
X 1:0-0-2 Ede 7:0-1-8 Ede 13:0-1-2 Ede 15:0-2-0 Ede 17:0-2-0 Ede 21:0-2-8 Etl e
LOAD[
IG (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/deft L/d
TCLL
40.0
Plates Increase 1.00
TC 0.86
Vert(LL) .0.33 17-18 >689 480
TCDL
10.0
Lumber Increase 1.00
BC 0.87
Vert(TL) -0.51 17-18 >443 360
BCLL
0.0
Rep Stress Incr YES
WB 0.69
Horz(TL) -0.08 13 n/a n/a
BCDL
5.0
Code FBC2010/TPI2007
(Matrix)
LUMBER
TOP C
BOT C
ORD 2x4 SP No.2(flat) ,
OR2x4 SP M 30(flat) Except
5) Provide mechanical connection (by others) of truss
B2: 2x4 SP No.2(flat)
to bearing plate atjoint(s) 13.
6) "Semi -rigid pitchbreaks with fixed heels" Member
WEBS
2x4 SP No.3(flat)
end fixity model was used in the analysis and design
BRACI G
TOP CHORD
of this truss.
Structural wood sheathing directly applied or 2-2-0 oc
purlins.11
7) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
Strongbacks to be to
BOT CHORD
(0.131"X 3") nails. attached
by
Rigid ceiling directly applied or 10-0-0 oc bracing.
walls at their outer ends or restrained other means.
8) Gap between inside of top chord bearing and first
REACT�ONS (lb/size)
diagonal or vertical web shall not exceed 0.500in. .
1 L 1033/0-3-8 (min. 0-1-8)
13 1033/0-2-12 (min. 0-1-8)
LOAD CASE(S)
FORCE (lb)
Standard
Max. C'p'mp./Max. Ten. - All forces 250 (lb) or less
except ;When shown.
TOP CORD
1-2=-1Q88/0, 2-3=-996/0, 3-4=-1088/0,
4-5=-3606/0, 5-6=-3606/0, 6-7=-3933/0,
7-8=-3644/0, 8-9=-3644/0, 9-10=-3644/0,
10-11 �I1092/0, 11-12=-1002/0,
12-13=-1092/0
BOT CiI I
20-21=0/2626, 19-20=0/3933,
18-1910/3933, 17-18=0/3933,
=0/2622,
' 16-17 15-16=0/2622
WEBSI1
1-21=0/1444, 13-15=0/1449,
10-15=t1691/0, 10-17=0/1131,
9-17=-1315/0, 7-17=-675/109,
4-21=-1701/0, 4-20=0/1084, 6-20=-750/71
NOTES
1) Unbalanced floor live loads have been considered for
this design.
2) All Oates are 3x6 MT20 unless otherwise indicated.
3) Pla(e(s) at joint(s) 16 checked for a plus or minus 5
degree rotation about its center.
4) Plaje(s) atjoint(s) 1, 8, 13, 21, 2, 15, 12, 10, 17, 9, 7,
18, 4, �20, 5, 6 and 19 checked for a plus or minus 0
degree rotation about its center.
5x6 =
10 11 12 .13
TA 141
16 15 14
3x6 FP= 4x6 =
19-3-12
PLATES GRIP
MT20 244/190
Weight: 98 lb FT = 0%F, 0%E
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
job
Truss
Truss Type
Qty
ply
TRADEWINDS
A0240667
57276
F17
Floor
-
Job Reference (optional)
0-4-0
, ,T3 0 1-10-0
5x6 =
1 2
Kun: /.4Zu a May 1u 2u13 YOnt 1.420 s May 1u 2u13 MITBK Industries, Inc. Thu Oct 03 15:15:04 2013 Page 1
ID:Wp_ZvMeaGsNn_MITW21MbmyzAwn jrHVmo_i36VhbljtV57j9AWY06zCzHQcef1 UaayX5j5
2-6-0 2-6-0 2-6-0
tale = 1:24.5
1.5x4 11 3x3 = 1.5x4 11 3x4 = 1.5x4 11 5x6 =
3 4 53x4 = 6 7 a 9 10
17 16 15 14 13 12 11
3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x6 =
0-4-0
14-3-12
0 3-6 14-0-4 14, 8
0-3.6 13.6-4 0= 4
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING 2-0-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code FBC2010ITP12007
CSI
TC 0.79
BC 0.96
WB 0.49
(Matrix)
DEFL in (loc) Vdefl Ud
Vert(LL) -0.28 13-14 >593 480
Vert(TL) -0.42 13-14 >389 360
Horz(TL) -0.03 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 72 lb FT = 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP No.2(flat) *Except*
6) Gap between inside of top chord bearing and first
T1: 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
diagonal or vertical web shall not exceed 0.500in.
WEBS 2x4 SP No.3(flat)
BRACING
LOAD CASE(S)
TOP CHORD
Standard
Structural wood sheathing directly applied or 6-0-0 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing.
REACTIONS (lb/size)
1 = 754/0-3-8 (min.0-1-8)
10 = 754/0-2-12 (min.0-1-8)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOPCHORD
1-2=-719/0, 2-3=-711/0, 3-4=-711/0,
4-5=-1689/0, 5-6=-2240/0, 6-7=-2240/0,
7-8=-782/0, 8-9=-782/0, 9-10=-784/0
BOT CHORD
15-16=0/1689, 14-15=0/1689,
13-14=0/1689, 12-13=0/1761
WEBS
10-12=0/1038, 7-12=-1082/0, 7-13=0/529,
6-13=-366/0, 5-13=0/679, 1-16=0/943,
3-16=-36/258, 4-16=-1302/0, 4-15=0/346
NOTES
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Provide mechanical connection (by others) of truss to
bearing plate atjoint(s) 10.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3') nails. Strongbacks to be attached to walls
Julius Lee, P.E. #34869
at their outer ends or restrained by other means.
1109 Coastal Bay
Boynton Beach, FL 33435
6
JOD
Truss
I russ I ype
City
Ply
TRADEWINDS
A0240688
57276
11
F18
FLOOR GIRDER
1
1
J
Job Reference (optional)
Al KVVr UAAC;
1
FORT PIERCE, FL 34946 "' Run: 7.420 s May 10 2013 Print 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 03 15:15:05 2013- Page 1
ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-B1 ru_8_LgPdYCSI32owyhO3rLVP5ii71sJm160yX5j4
1-3-0 2-0-0 1-8-8 _ 0-4-0
i
Scale = 1:11.2
1.5x4 11 3x3 = 6x6 =
3x6 = 4x8 =
g 7 6
5-8-0
i 0-3-B , 3-6-0 5-4-0 5-ArB ,
0-3-8 3-2-8 1-10-0 0- -B
Plate Offsets MY): [2'0-1-12 Edoe] r5.0-1-15 Edge] [7.0-2-8 Edoel
LOADING(psf)
SPACING 1-0-0
CSI
DEFL in (loc) Vdefl Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.27
Vert(LL) -0.03 6 >999 480
MT20 244/190
TCDL 10.0
Lumber Increase 1.00
BC 0.53
Vert(TL) -0.07 6 >956 360
BCLL 0.0
Rep Stress Incr NO
WB 0.60
Horz(TL) 0.00 5 n/a n/a
BCDL 5.0
Code FBC2010/TPl2007
(Matrix)
Weight: 31 lb FT = 0%F, 0%E
LUMBER
TOP CHORD
2x4 SP No.2(flat)
BOT CHORD
2x4 SP No.2(flat)
WEBS
2x4 SP No.3(flat) *Except* Standard
I W4: 2x4 SP No.2(flat) 1) Dead + Floor Live (balanced): Lumber
BRACIP
G Increase=1.00, Plate Increase=1.00
TOP C
ORD Uniform Loads (plo
Structur'I
wood sheathing directly applied or 5-8-0 oc Vert: 6-8=-5, 1-5=-50
purlins, loxcept
end verticals. Concentrated Loads (lb)
BOT Ch
ORD Vert: 2=-1008 3=-1008
Rigid ceiling
directly applied or 10-0-0 oc bracing.
REACTIONS
(lb/size)
8 i
1228/Mechanical
5
1074/0-3-8 (min. 0-1-8)
FORCES
(lb)
Max. Comp./Max.
Ten. - All forces 250 (lb) or less
except vghen
shown.
TOP CHORD
2-3=-1900/0,
3-4=-1900/0, 4-5=-1903/0
BOT CHORD
7-8=0/1fi14
WEBS Ifi
2-8=-20I89/0,
5-7=0/2130, 3-7=-1028/0
NOTES
1) Plates
checked for a plus or minus 0 degree rotation
about its
center.
2) RefeFj
to girder(s) for truss to truss connections.
3) "Sem'-rigid
pitchbreaks with fixed heels" Member end
fixity m
del was used in the analysis and design of this
truss.
4) Recommend
2x6 strongbacks, on edge, spaced at
10-0-0 I oc
and fastened to each truss with 3-1 Od
(0.131"
X 3") nails. Strongbacks to be attached to walls
at their outer
ends or restrained by other means.
5) Gap between
inside of top chord bearing and first
diagonal
or vertical web shall not exceed 0.500in.
6) CAt)TION,
Do not erect truss backwards.
LOAD CASE(S)
Stan lard Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
JOD
Inrss
Truss IYpe
Qty ply
TRADEWINDS
A0240669
57276 - jF19
FLOOR GIRDER
1 1
'
-
Job Reference o tional -
i ROOF TRUSSES, FOR i PiERCE, FL :mwm7 Run: 7.a2o s May 10 2013 Print: 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 03 15:15:05 2013 Page 1
ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-B1 ru_8_LgPdYCS132oVVyhO3urVL3inVIsJm160yX514
1-5-8 1-3-0
3x6 =
6
1.5x4 II
5
3x6 =
4
Scale = 1:7.8
,
1-10-0
3-0-B
I
6011 '
1-6-8
1-2-B
LOADING(psf)
SPACING 1-0-0
CSI
DEFL in (loc) I/defl L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.11
Vert(LL) -0.02 5-6 >999 480
MT20 244/1,90
TCDL 10.0
Lumber Increase 1.00
BC 0.79
Vert(TL) -0.03 5-6 >999 360
BCLL 0.0
Rep Stress Incr NO
WB 0.31
Horz(TL) 0.01 4 n/a n/a
BCDL 5.0
Code FBC2010ITP12007
(Matrix)
Weight: 21 lb FT = 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-4-0 cc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS (lb/size)
6 = 887/Mechanical
4 = 936/Mechanical
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
BOT CHORD
5-6=0/1106, 4-5=0/1106
WEBS
24=-1330/0, 2-6=-1280/0, 2-5=0/572
NOTES
1) Plates checked for a plus or minus 0 degree rotation
about its center.
2) Refer to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 cc and fastened to each truss with 3-10d
(0.131" X T) nails. Strong backs to be attached to walls
at their outer ends or restrained by other means.
`
5) 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 + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (pif)
Vert: 4-6=-305(B=-300), 1-3=-50
Concentrated Loads (lb)
Vert: 2=-729
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job I
I
Truss
russ Type
y�Ply
TRADEWINDS
A0240671
57276 I
HJ7
Diagonal Hip Girder
4
1
Job Reference (optional) i
Al KUUr IKUbbt:b PUKI r1r, KUr, rLd V40
2-7-13 O-D-O
I
3x4 =
Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MITek Industries, Inc. Thu Oct 0315:15:07 2013 Page 1
ID: Wp_ZvMeaGsNr _MITW2iM bmyzAwn-7QzePgObL1 tGSmSSADYQmp84dJ2yAdu2KdFBBvyX5j2
4-2-15 6-7-2 9-10-1
Scale = 1:23.5
0-0-0 4 2-15 4-2-15 5 2-2 9 5a'15 a10-1
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
TCLL
Plates Increase
1.25
TC 0.73
Vert(LL)
0.17
6-7
>683
240
120.0
TCDL 15.0
Lumber Increase
1.25
BC 0.70
Vert(TL)
-0.33
6-7
>359
240
BCLL 0.0 "
Rep Stress Incr
NO
WB 0.58
Horz(TL)
-0.03
4
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 11 2x4 SP No.3
OTHERS 2x4 SP No.3
TOP
wood sheathing directly applied or 5-1-10 oc
Rigid coiling directly applied or 9-7-8 oc bracing.
M lTekJ recommends that Stabilizers and required
cross) racing be installed during truss erection, in
accor8ance with Stabilizer Installation quide.
REAC IONS (lb/size)
4 190/Mechanical
2 573/0-10-15 (min.0-1-8)
5 354/Mechanical
Max H rz
2 1= 240(LC 4)
Max U I lift
4-178(LC 4)
2 —-397(LC 4)
5 _-147(LC 8)
Max Grav
4 190(LC 1)
2 = 573(LC 1)
5 = 370(LC 3)
Max. omp./Max. Ten. - All forces 250 (lb) or less
excep when shown.
TOP CHORD
2-10—� 474/273 10-12=-1006/397,
3-12=,11011 /420
BOT PHORD
11-14=-518/950, 7-14=-518/950,
17-11 BS517/926, 6-15---517/926
3-7=-529/320, 3-6=-951/530, 2-9=-553/561,
9-10�-278/84
NOTES
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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) 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 178 lb uplift
at joint 4, 397 lb uplift at joint 2 and 147 lb uplift at
joint 5.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 52
lb down and 70 lb up at 1-4-9, 52 lb down and 70 lb
up at 1-4-9, 39 lb down and 76 lb up at 4-2-15, 39 lb
down and 76 lb up at 4-2-15, and 37 lb down and 81
lb up at 7-0-7, and 37 lb down and 81 lb up at 7-0-7
on top chord, and 40 lb up at 1-4-9, 40 lb up at 1-4-9
, 7 lb down and 8 lb up at 4-2-8, 7 lb down and 8 lb
up at 4-2-8, and 109 lb down and 73 lb up at 7-0-7,
and 109 lb down and 73 lb up at 7-0-7 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)
PLATES GRIP
MT20 244/190
Weight: 47 lb FT = 20%
Standard
Vert: 1-3=-70, 34=-70, 5-9=-20
Concentrated Loads (lb)
Vert: 3=1(F=1, B=1) 7=-O(F=-0, B=-0) 12=89(F=44,
B=44) 13=6(F=3, B=3) 14=70(F=35, B=35)
15---218(F=-109, B=-109)
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
I cuss I ype
uty
ply
TRADEWINDS
57276
HJ7A
Diagonal Hip Girder _
4 -
1
::7A0240872
—
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MITek Industries, Inc. Thu Oct 03 15:15:08 2013 Page 1
ID: Wp_ZvMeaGsNn_MRW2iMbmyzAwn-bcXOcA1 DGK?74w1 ekw4fJOhKCjO6vAwBYH?hjLyXSj 1
44-
°0.8-00.6-0 1-1-10 1-9 105 6 1-15 3-0-29"2 1a8 9-1 0=1
Scale = 1:18.8
°0-8-00
6° 1-1-4 6-pl1-9-10
�5
6-1 15
3 az
9"2"1 a6 0 10-1
Plate Offsets (X,Y):
[7:0-1-9,0-0-121
LOADING(psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/deft
L/d
PLATES GRIP,
TCLL 20.0
Plates Increase 1.25
TC
0.42
Vert(LL)
-0.13
6-7
>706
360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC
0.70
Vert(TL)
-0.28
6-7
>333
240
BCLL 0.0 "
Rep Stress Incr NO
WB
0.14
Horz(TL)
-0.04
4
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Wind(LL)
0.15
6-7
>637
240
Weight: 36 lb FT = 20%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 9-1-8 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation auide
REACTIONS (lb/size)
4 =
148/Mechanical
7 =
485/0-11-5 (min. 0-1-8)
6 =
223/Mechanical
Max Horz
7 =
128(LC 8)
Max Uplift
4 =
-115(LC 8)
7 =
-397(LC 4)
6 =
-225(LC 4)
Max Grav
4 =
148(LC 1)
7 =
485(LC 1)
6 =
230(LC 3)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-9=-372/300,2-11=-422/329,
3-11=-403/333
BOT CHORD
7-10=-285/378,7-13=-386/378,
13-14=-386/378, 6-14=-386/378
WEBS
2-7=-295/327, 3-6=408/418
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=12ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; porch left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss is not designed to support a ceiling and
is not intended for use where aesthetics are a
consideration.
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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 115 lb uplift
at joint 4, 397 lb uplift at joint 7 and 225 lb uplift at
joint 6.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 6
lb down and 57 lb up at 4-2-8, 6 lb down and 57 lb up
at 4-2-8, and 35 lb down and 113 lb up at 7-0-7, and
35 lb down and 113 lb up at 7-0-7 on top chord, and
31 lb down and 29 lb up at 4-2-8, 31 lb down and 29
lb up at 4-2-8, and 21 lb down and 5 lb up at 7-0-7,
and 21 lb down and 5 lb up at 7-0-7 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=125, Plate Increase=1.25
Uniform Loads (plf)
Standard
Vert: 1-4=-70, 5-8=-20
Concentrated Loads (lb)
Vert: 11=87(F=43, B=43) 12=-70(F=-35, B=-35)
13=35(F=18, B=18) 14=-27(F=-14, B=-14)
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
JOD
Truss
ruse 1 ype
Qty
ply
A0240673
57276
J7
Jack -Open Truss
34
�TRADEVIINIIS
1
I
Job Reference (optional) I
Al Nuur
rums rICRUC, !'L J4aYo
0-0-0
Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MITek Industries, Inc. Thu Oct 0315:15:09 2013 Page 1
ID:Wp_ZvMeaGsNn_MITW2iMbmyzAwn-3p4OpW1 rte7_h4cgHebusEETG7jCedSLnxkFGnyX5j0
3-0-0 40 0 7-0-0
Scale = 1:20.1
3x4
7:7-
D-0-0 3-0-0 3-0.0 1-7-13 4-7-13 2-4-3 7-0-0
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 15.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2010frP12007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc
purlins. 11
BOT CHORD
Rigid ceiling directly applied or 7-4-5 oc bracing.
MiTek commends that Stabilizers and required
cross lacing be installed during truss erection, in
accord nce with Stabilizer Installation guide.
REACTIONS (lb/size)
4 i 138/Mechanical
2 = 460/0-8-0 (min. 0-1-8)
6 1� 160/Mechanical
Max Holz
2 214(LC 12)
Max Uplift
4-133(LC 12)
2-255(LC 8)
6 T -47(LC 12)
Max Gray
4 7 138(LC 1)
2Tj 460(LC 1)
6 II 182(LC 3)
FORCF�S (lb)
Max. CcI•np./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-9=-555/130,3-9=-460/286
BOT CI ORD
6-10=-,52/498
WEBS I,
3-6=-52�1/578, 2-8=-464/578, 9-10=0/415
NOTES
1) Unbalanced roof live loads have been considered for
this deslan.
CSI
DEFL
in
(]cc)
Vdefl
Ud
TC 0.53
Vert(LL)
-0.07
6-10
>999
360
BC 0.71
Vert(TL)
-0.18
6-10
>470
240
WB 0.19
Horz(TL)
0.01
4
n/a
n/a
(Matrix-M)
Wind(LL)
-0.02
6-10
>999
240
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; 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 is not designed to support a ceiling and
is not intended for use where aesthetics are a
consideration.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 133 lb uplift
at joint 4, 255 lb uplift at joint 2 and 47 lb uplift at joint
6.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 34 lb FT = 20%
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
Truss Type
Uty�Ply
'A024067457276
ZDEWINDS
J7A
Jack -Open
5
Reference (optlona0
0-0-0 - _ - 0-8-0 - - _ 1-4-0
1
6
3x8 I I
0-0-0 _ _ _ 0-8-0 _ _ _ 1-4-0
LOADING(psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TPI2007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 cc
purlins.
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 uide.
REACTIONS (lb/size)
3 = 171/Mechanical
4 = 67/Mechanical
5 = 387/0-8-0 (min. 0-1-8)
Max Horz
5 = 129(LC 8)
Max Uplift
3 =-135(LC 8)
4 = -89(LC 6)
5 =-287(LC 8)
Max Grav
3 = 171(LC 1)
4 = 105(LC 3)
5 = 367(LC 1)
FORCES (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-7=-196/383, 2-7=-293/164
BOT CHORD
6-8=-510/192, 5-8=-94/263
WEBS
2-5=-626/551, 7-8=-226/321,
6-7=-499/206,1-8=-262/651
Run: 7.420 a May 10 2013 Print 7.420 s May 10 2013 MiTek Industries, Inc. Thu Oct 0315:15:10 2013 Page 1
ID:Wp_ZvMeaGsNn_MnWiM bmyzAwn-Y?en 1 s2TeyGrJDB1 rL670RmZ7WBiN43UDbUooEyX5)?
_ _ _ 6-4-0 _ _ _ 7-0-0
m
di
L N
N
5-0-0 e . ° D-8-0 7-. 0
Scale = 1:16.3
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TC 0.84
Vert(LL)
0.28
4-5
>240
240
MT20 244/190.
BC 0.44
Vert(TL)
-0.11
4-5
>624
240
WB 0.16
Horz(TL)
-0.11
3
n/a
n/a
(Matrix-M)
Weight: 22 lb FT = 20%
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=12ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) . This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 135 lb uplift
at joint 3, 89 lb uplift at joint 4 and 287 lb uplift at joint
5.
6) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435