HomeMy WebLinkAboutTruss® Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek®
RE: 27052 - Gingras Residence MITek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: Mel-Ry Construction Project Name: Gingras Residence Model: Customa'•F s ory0�115
Lot/Block: 833 Subdivision: Venture 2
Address: lot 833 Stingray
City: Port St. Lucie State: Florida
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria $ Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
-'Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5
Wind Code: ASCE 7-10 [All Heighll Wind Speed: 170 mph
Roof Load: 47.0 psf Floor Load: 55.0 psf
This package includes 57 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
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
1 Seal#
I Truss Name
I Date
I No.
I Seal#
Truss Name
I Date
1
IT6375406
IA01G
6/19/014
118
IT6375423
-CJ3
6/19/014
12
I T6375407
I A02
16/19/014
119
I T6375424
I -CJ3B
16/19/014 1
13
I T6375408
I A03
16/19/014
1 20
I T6375425
I -CJ4
16/19/014 1
14
I T6375409
I A04
16/19/014
121
I T6375426
I -CJ5
16/19/014 1
15
I T6375410
I A05
16/19/014
122
I T6375427
I -CJ5B
16/19/014 1
16
I T6375411
I A06
16/19/014
123
I T6375428
I D01 G
16/19/014 1
17
I T6375412
I A07
16/19/014
124
I T6375429
1 D02
16/19/014 I
18
I T6375413
I A08G
16/19/014
125
I T6375430
I D03
16/19/014 1
19
I T6375414
I B01 G
16/19/014
126
I T6375431
I D04
16/19/014 1
110
I T6375415
I B02
16/19/014
127
I T6375432
I -EJ 1 C
16/19/014 1
111
I T6375416 1
B03
16/19/014 128
I T6375433
1-EJ2
16/19/014 1
112
J T6375417 I
B04
16/19/014 129
I T6375434 1-EJ2C
16/19/014
1
113
I T6375418 I
C01 G 16/19/014
130
I T6375435 I
-EJ3 16/19/014
1
114 I
T6375419 I
CO2 16/19/014
131
I
T6375436 I
-EJ3C 16/19/014
1
115 I
T6375420 I
-CJ1 16/19/014
132
I
T6375437 I
-EJ4C 16/19/014
1
116 I
T6375421 I
-CJ 1 B 16/19/014
133
I
T6375438 I
-EJ5 16/19/014
1
117 I
T6375422 I
-CJ2 16/19/014
134
I
T6375439 I
-EJ5C 16/19/014
1
The truss drawing(s) referenced above have been prepared by MiTek
Industries, Inc. under my direct supervision based on the parameters
provided by East Coast Truss.
Truss Design Engineer's Name: Albani, Thomas
My license renewal date for the state of Florida is February 28, 2015
IMPORTANT NOTE: Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2D
A. q 14'
0 39380 j
ATE ' �:
FL Cert. 6634 :]
June 19,2014
Albani, Thomas 1 of 2
RE: 27052 - Gingras Residence
Site Information:
Customer Info: Mel-Ry Construction Project Name: Gingras Residence Model: Custom 2 story
Lot/Block: 833 Subdivision: Venture
Address: lot 833 Stingray
City: Port St. Lucie State: Florida
No.
Seal#
Truss Name
I Date
35
IT6375440
-EJ6C
6/19/014
136
IT6375441
I -EJ7
16/19/014
137
IT6375442
I -ERC
16/19/014 1
138
IT6375443
I-EJ8C
16/19/014 1
139
IT6375444
I-EAC
16/19/014I
140
IT6375445
I FG01
16/19/014 I
141
IT6375446
I FG02
16/19/014
142
IT6375447
I FG03
16/19/014
143
IT6375448
I FG04
16/19/014
144
IT6375449
I FL01
16/19/014 I
145
IT6375450
I FL02
16/19/014 I
146
IT6375451
I FL03
16/19/014 I
147
IT6375452
I FL04
16/19/014 I
148
IT6375453
I FL05
16/19/014 I
149 I
T6376454
I -HJ 1 16/19/014
150 I
T6375455 I
-HJ3 16/19/014
I
151 IT6375456
I
-HJ3D 16/19/014
I
I52 IT6375457
I
-HJ5 16/19/014
I
�53 IT6375458
I-HJ513
16/19/014I
54 I
T6375459 I
-HJ7 16/19/014
1
155 IT6375460
I-HJ7A
16/19/014I
156 IT6375461
I
MG01 16/19/014
I
157 IT6375462
I
MV3 16/19/014
I
2 of 2
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375406
2705:1
A01G
Roof Special Girder
1
1
Job Reference (opt oal
East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Thu Jun 19 13:1329 2014 Vage 1
I D:p?QmlfchP88mXvBBT2NUhcz4kwS-k?vioN?OkyjQHtDCfncgD6p6111 cLFErOccvgQz4jd4
7-0-0 1as 4 14-0-9 15-1-8 18-7-0 23-1-8 _
7-0-0 114. 3-6.4 1-0-15 3.5.8 4-6-8
Scale = 1:39.9
2.79 12
NAILED •
3.00 12 4x8 =
NAILED 3x8 4x6
4x4
3x4 = NAILED 5x8 M18SHS = 3x4 = 3x8 = 1x4 11 3x8 =
Special
HUS26
1-ao 1 a• 7-ao 1as-a 14-0-s 1st-e 18- -0 23-1-8
1.0.0 0.4• 5.8.0 3-s-4 3-6-4 1-a15 3-5.8 4-8-8
Plate Offsets (X Y)-- 11:0-7-4 0-1-121
LOADING (psf)
TCLL 20.0
TCDL 17.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC201 0/TP 12007
CSI.
TC 0.98
BC 0.88
WB 0.73
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
1-2: 2x4 SP 2856F 1.8E
BOT CHORD 2x4 SP 285OF 1.8E 'Except'
1-11: 2x6 SP SS
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=2172/0-8-0, 7=1615/0-8-0
Max Horz 1=-56(LC 6)
Max Uplift 1 =-609(LC 4), 7=-424(LC 5)
DEFL. in floc) I/deft Ud PLATES GRIP
Vert(LL) 0.35 10-11 >791 240 MT20 244/190
Vert(TL)-0.8710-11 >319 180 M18SHS 244/190
Horz(TL) 0.15 7 n/a n/a
Weight: 107 lb FT = 0%
BRACING -
TOP CHORD • Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-1860/488, 1-2=-5788/1640, 2-20=-5638/1627, 3-20=5638/1627, 3-4=-5651/1505,
4-5=-4707/1264,5-6=-4754/1264,6-7=-4824/1268
BOT CHORD 1 -1 =-436/1551, 1-12--1532/5549, 12-21 =-1 842/6973, 21-22=-1842/6972,
11-22=-1835/6947, 10-11=-1821/6893, 9-10=-1412/5605, 8-9=-1185/4631,
7-8=-1185/4631
WEBS 2-12=-230/1035, 3-12=-1493/348, 3-11=-249/962, 3-1 0=-1 513/562, 4-10=-223/617,
4-9=-1945/520, 5-9=-483/1910, 6-9=459/394 .
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=9.Opsf; BCDL=3.Opsf; h=oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl„ GCpl=0;18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated,
5) Plates checked for a plus or minus 0 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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=609,
7=424.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-10d Truss, Single Ply Girder) or equivalent at 9-11-0 from the.left end to connect
truss(es) to back face of bottom chord.
11) Fill all nail holes where hanger is In contact with lumber.
12) "NAILED" indicates 3-1 Od (0.148"4") or 3-12d (0.148" 0.25") toe -nails. For more details refer to MITews ST-TOENAIL Detail.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 437 lb down and 180 lb up at
7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (3).
%%
A.
� O• S•. .9 i
39380 --�
' lATE wZ.
I
,441
A'� o R , o
1s ,
.5'ONA` 1����,
FL Cert. 6634
June 19,2014
Continued on roe 2
® WARWAG, •Vedfi design parameters'-d READ A07ESGM179SAW IhaUDED HITEKREFEREACERAGEM11-7473 ma I/29/2014DfFMEX&
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the
MY�
MAW
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Inlormallon va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
1f5outhernRine7SP lumberisspecified,thedefignvaluesarethose ffective0fi O3J20131iyA1SC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Gingras Residence
T6375406
27052 r •
A01G
Roof Speclal Girder
]Ply
1
1
Job Reference o t'o al
East Coast Truss, Fort Pierce, FL. 34946
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-74, 2-4=-74, 4-5=-74, 5-7=-74, 1-17=-20
Concentrated Loads (lb)
Vert: 2=-99(8) 12=-437(B) 20=-99(B) 21=29(1]1) 22=-947(6)
7.520 a Apr.222014 MITeK Industries,, Inc. -I nu Jun lY 13:1J:2Y 2V14 vage z
ID:p?Qm IfchP66mXvB BT2N Uhcz4kwS-k?vioN?OkyjQHlDCfncgD6p6l11 cLFErOccvgQz4jd4
®WA MM -Versfy *Wp parameoers aad NrAD AWESGIV ROSAW INCLUDED M114423 Ma r/29J2016aE aMME
Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component.
�•
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity, of the
MITP.k•
erector. Additional permanenfbracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Salety Informatign va able from Truss Plate Institute. 781 14. Lee Street, Suite 312, Alexandria, VA zp2314.
If 3o utheIM PIne�SP� lumber is specili ed, the design values are thrbse effective 06/0112013 by ALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375407
27052
A02
Hip
1
1
Job Reference factional
East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 Walk Industries, Inc. Thu Jun 19 13:13:30 2014 Page 1
I D: p7Qm IfchP88mXvBBT2NUhcz4kwS-CCT4DjOeVGsHu1 nODV7vmKMOzRNz4gi7EGLSCsz4jd3
5-0-B 9-0-0 14-1-8 1e-1-0 23-1-8 ,
5-0.8 3-11.8 5-1.8 3.11-8 5-0-8
Scale = 1:39.2
4x8 =
3.00 12
44 =
3x4 = 3x8 11 3x4 = 3x4 = 3x8 = 3x8 =
1-0-0 0-4- 7.8.0
5.1.8
9-0-0
Plate Offsets (X,Y)-- (1:0-0-0.1-8-131 i1:0-4-8 0-0-21 (3:0-5.4 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 0.54
Vert(LL) 0.16
7-9 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.87
Vert(TL) -0.47
7-12 >585 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.20
Horz(TL) 0.10
6 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 98 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-1-4 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 7-4-11 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
WEDGE
be installed during truss erection, in accordance with Stabilizer
Left: 2x4 SP No.3
Installatione
REACTIONS. (lb/size) 6=1058/0-8-0, 1=1115/0-8-0
Max Horz 1=64(LC 7)
Max Uplift6=-240(LC 5), 1=-254(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-996/217, 1-2=-2637/610, 2-3=-2380/490, 3-4=-2373/510, 4-5=-2458/507,
5-6=-2964/708
BOT CHORD 1-13=-207/926, 1-9=-547/2513, 8-9=-394/2297, 7-8=-394/2297, 6-7=-641/2837
WEBS 2-9=-273/160, 4-7=-19/303, 5-7=514/253
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=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,♦♦� S
plate grip DOL=1.60 ♦ P q
3) Provide adequate drainage to prevent water ponding. ��♦♦ Q�• • \ G•E•NS�� ' •
4) Plates checked for a plus or minus 0 degree rotation about its center. ,,��`�`.•'�,� •,9!j
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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will PQ'6 3938 _=4�
fit between the bottom chord and any other members. * ��
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=240,
1=254. Mir
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE '•411
i�� s .
10�, 61ONA1-E� ,%
�rrr►nIIII �
FL Cert. 6634
June 19,2014
AWARNIM•Vedfrdesign paracrem and RCAF AMESCH7MS AND INCLUDED MITEKREFEREMX PAGE MII.7473 m. I1291201dafFMME
■
Design valid for use onN with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the
WOWerector.
Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information va• able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
It SouthernP'ine�SP lumberisspecified,thedesignvaluesarethoseetfective06 01/2013ibyAL5C
Tampa, FL 3361GAI lS
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375408
27052V
A03
Hip
1
1
Job Reference factional)
East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITeK Industnes, Inc. Thu Jun 19 1 3:1J:31 ZU14 rage 1
ID:p9QmlfchPBBmXvBBT2NUhcz4kwS-g01SD21GGa 8WBManCeBIXvZ6rj4pDIBTv5Cklz4jd2
6-0-8 11-0-0 12-1-8 17-1-0 23-1-8
6-0-8 4-11-8 1-1-8 4-11.8 6-0-8
Scale = 1:39.2
4x8 = 4x4 =
3.00 12
3x4 = 3x8 I 1x4 I 3x4 = 5x8 = 1x4 II US -
1.0-0 1 4-
6-0-8
11-0-0
12-1-8
17-1-0
23-1-8
1-0.00-4-
4-8-8
4-11-8
1-1-8 .
4-11-8
8-0.8
Plate Offsets (X Y)--
11.0-0-0 1-8-131 f1.0-4-8 0-0-21
13.0-5-8 0-2-01 18.0-4-0 0-3-01
LOADING•(psf)
SPACING- 2-0-0
CSI.
DEFL,
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.52
Vert(LL)
0.17
7-8
>999
240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.88
Vert(TL)
-0.46
7-8
>608
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.47
Horz(TL)
0.11
6
n/a
n/a
BCDL 10.0
Code FB C201 0/TP 12007
(Matrix-M)
Weight: 101 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 6=105810-8-0, 1=111510-8-0
Max Horz 1=78(LC 7)
Max Uplift6=-267(LC 5), 1=-280(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-1004/250, 1-2=2652/668, 2-3=-2114/525, 3-4=-2024/534, 4-5=-2120/529,
5-6=-2933/733
BOT CHORD 1-14=-232/925, 1-10=-603/2532, 9-10=-603/2532, 8-9=-409/2022, 7-8=-657/2801,
6-7=-657/2801
WEBS 2-9=-606/205, 3-9=-49/275, 4-8=-63/313, 5-8=-856/273
Structural wood sheathing directly applied or 3-2-0 oc purlins.
Rigid ceiling directly applied or 7-3-8 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide
NOTES-
1) Unbalanced roof live loads have been considered for this design. `ot,1111111111,
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; ,**% 5' A.
���
Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,�% P.
plate grip DOL=1.60 e4 o'' GCE N S'•
3) Provide adequate drainage to prevent water ponding. ,,�,``r,• �,��'..�,
4) Plates checked for a plus or minus 0 degree rotation about its center. -- " •� 3
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 39380..
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in ail 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 100 lb uplift at joint(s) except at=lb) 6=267, _ � a:
1=280.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �O AT E : ��:
.,0,;/ /ONA`,`
nnnl
FL Cert. 6634 ::]
June 19,2014
A WARN M•Verifydeslita pmalmD!rs,gad RFAD AV77..5Gff 7WISAWD M&DEDt47TFXRFFERENt'ZMGFK11-742:1am 1jM120tdNE7'0fftnF
Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component.
■■
�•
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the
MITek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety I format on 4vprble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
1f50uttertl i1tiiSP1lumtt.riss,.,1iiie+d,thedesign values firethese effective46�0212013by74t.5£
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375409
270521
A04
Common
1
1
Job Reference o tiOnai
East Coast Truss, Fort Pierce, FL. 34945
6-3.14
3.00 F12
5-2-14
44 =
7.S2u s Apr Z2 ZU14 MI I eK mousines, mc. I nu Jun lu 1:1:1J:J7 Lu14 cage I
ID:p7QmlfchP88mXvB BT2NUhcz4kwS-gO1 SD21 GGa—BWBManCeBlXvXrrkapGj8Tv5Oklz4jd2
5-2-14
3x8 11 3x4 = 3x4 = 3x4 =
6-3-14
Scale=1:38.5
3x4 = 3x8 =
1.0.0 1 4 8.2-13 15-1-11 23-1-8
1-0.0 0-4- 5.10.13 6-10-13 7-11-13
Plate Offsets (X Y)— 11:0-4-8 0-0-21,11:0-0-0.1-8-131
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(loc)
I/deft
Lld
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.66
Vert(LL)
0.19
6-8
>999
240
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.78
Vert(TL)
-0.53
6-8
>527
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.28
Horz(TL)
' 0.10
5
n/a
nla
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 92 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 5=105810-8-0, 1=1116/0-8-0
Max Horz 1=81(LC 7)
Max Uplift5=-274(LC 5), 1=-289(LC 4)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection; in accordance with Stabilizer
Installation gu
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-1=-1001/259, 1-2=-2686/722, 2-3=-2385/623,3-4=-2574/680, 4-5=-2931/784
BOT CHORD. 1-12=-2441929, 1-8=-653/2563, 7-8=-420/1899, 6-7=-420/1899, 5-6=-705/2799
WEBS 2-8=-406/194, 3-8=-105/537, 3-6=-167/735, 4-6=-484/223
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=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) The solid section of the plate is required to be placed over the splice line at joint(s) 7.
�0
•'•.
4) Plate(s) at joint(s) 5, 8, 2, 3, 6, 4, 1 and 1 checked for a plus or minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 7 checked for a or minus 5 degree rotation about its center.
,♦ 0 G � N �
�<J
plus
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
♦♦ l yam'
♦•�••
•
♦ 3,
7) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
• 39380
fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=274,
o +
1=289.
�AT
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
PO�O•• E : Z.
�44/
•
o,�SS < p R O P •�N %
���, N A� E�.�.
/0
FL Cert. 6634
June 19,2014
®WARNIM-Vedfrdesign pan,metiers aad RFAD ACUSON MISAW IMVDCD MMKREFEREMTFACFM77.7473 m. 2/29/2D[QDFFOUME
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �•
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the iVliTek•
erector. Additional permanent bracing of the overall structureJs the responsibility of the bullding designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inlorma Ion va ble from Truss Plqte In titute, 781 N. Lee Street, Suite 312, Alexandria, VA Z2314. Tampa, FL 33610-4115
If Southe.tn irte�SPumber iss"cilie , the deMgn values are these effective 45 01121013 by ALSC
4
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375410
2705:r '
A05
Attic
2
1
Job Refere ce o do a
East Coast Truss, Fort Pierce, FL, 34946 7.520 s Apr 22 2014 MTek Industries, Inc. Thu Jun 19 13:13:32 2014 Page 1
ID:p7QmlfchP88mXvBBT2NUhcz4kwS-8abfRO1 u11678LxnLv9NrlRgoE57YjOHiZgZHlz4jdl
i 7-5-0 11-0-0 12-1-8 16-8.8 23-1-8 i
7-5-0 3-7-0 1-1-8 3-7.0 7-5-0
3x4 = 3x4 =
3.00 12
Scale = 1:39.9
3x6 = 5x5 = 5x5 = 3x6 =
LOADING (psf)
TCLL 20.0
TCDL 17.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Cade FBC2010/TPI2007
CSI.
TC 0.78
BC 0.76
WB 0.32
(Matrix-M)
DEFL. in
Vert(LL) -0.42
Vert(TL) -0.82
Horz(TL) 0.09
Attic -0.18
(loc) I/deft Ud
9-10 >660 240
9-10 >340 180
8 n/a n/a
9-10 542 360
PLATES GRIP
MT20 244/190
Weight: 89 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP 285OF 1.8E `Except
TOP CHORD
Structural wood sheathing directly applied or 3-0-12 oc purlins,
4-5: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 9-5-14 oc bracing.
BOT CHORD 2x4 SP No.1 *Except*
MiTek recommends that Stabilizers and required cross bracing
9-10: 2x6 SP SS, 3-6: 2x4 SP No.2
be Installed during truss erection, in accordance with Stabilizer
WEBS 2x4 SP No.3
Installatione
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 8=1100/0-8-0, 1=1156/0-8-0
Max Horz 1=78(LC 7)
Max Uplift8=-243(LC 5), 1=-251(LC 4)
Max Grav 8=1369(LC 15), 1=1448(LC 14)
FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-1449/217, 1-2=-3668/502, 2-3=-3524/522, 3-4=-612/735, 4-5=-457/40,
5-6=-453/1217, 6-7=-3507/528, 7-8=-3670/729
BOT CHORD 1-14=-202/1342, 1 -1 0=-429/3482, 9-10=-426/3512, 8-9=-731/3530
WEBS 2-10=01464, 7-9=0/468, 3-24=-2073/425, 6-19=-3061/511, 6-21=-2858/498
,�Illlllf►!II
NOTES- A.
1) Unbalanced roof live loads have been considered for this design. �� P
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; �� 0
Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ��;��•••�\ C' E N S� e9if!`
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding. 0 39380
4) Plates checked for a plus or minus 0 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 - {z ►
fit between the bottom chord and any other members. : ,' SAT E
7) Ceiling dead load (5.0 psf) on member(s). 2-3, 3-20, 4-20, 4-5, 5-23, 6-23, 6-7
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 9-10, 19-21, 21-24, 22-24 j0 AN
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Gt=lb) 8=243, �j� • .. R >, \ ��
1=251. 4#� s ....•• \CI ��
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -* S�� AL
11) Attic room checked for U360 deflection. �4�I j I111"'
FL Cert. 6634 —]
June 19,2014
® WARNIAG N1WV d W9. panmco=rs and RE4D WES0MMMAND 1=11DED METFKR£FEREMTPAGEMU 74Y3 n:.. Tjd.9j20I48HOREME
Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
.
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Intormatlon 7vailIable from.Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA $2314
115outhcln the SPklumtrerissue>;11ed>thedeslgnvaiuesaTethiaof#ettiva051a2ZIO13byAtSC
Tampa, FL 33610-4115
Job.
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375411
270520
A06
Attic
5
1
Job Re ere ce o tional
East Coast Truss, Fort Pierce, FL. 34946
11-10-0
11.6-12
-- 7.520 s Apr 22 2014 MiTek Industries, Inc. Thu Jun 19 13:13:33 2014 Page 1
ID:p?Qm IfchP8BmXvBBT2N Uhcz4kwS=dm8Dek2 WnB EsNWzudgcNy_p5eNiH90RwDa6pBz4jdO
7-5-0 3-2-9 0-7-15' 0'3.4 3-2-9 7-5-0 Scale = 1:39.2
0-3-4 0.7-15
I 7-6-12 i ADO= 7-6-12
3.00 12
3x8 = 5x5 = 5x5 = 3x8 =
LOADING (psf)
TCLL 20.0
TCDL 17.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC2010/TPI2007
CSI.
TC 0.93
BC 1.00
WB 0.33
(Matrix-M)
DEFL. In
Vert(LL) -0.48
Vert(TL) -0.96
Horz(TL) 0.10
Attic -0.18
(loc) I/defl Ud
8-9 >583 240
8-9 >290 180
7 n/a n/a
8-9 536 360
PLATES GRIP
MT20 244/190
Weight: 88 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP 285OF 1.8E
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
8-9: 2x6 SP SS
MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.3
be installed during truss erection, in accordance with Stabilizer
WEDGE
Left: 2x4 SP No.3
Installation
REACTIONS. (lb/size) 7=1106/0-8-0, 1=1150/0-8-0
Max Horz 1=-81(LC 6)
Max Uplift7=-251(LC 5), 1=-257(LC 4)
Max Grav7=1345(LC 15), 1=1406(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-1407/228, 1-2=-3466/514, 2-3=-3320/537, 3-4=-348/1071, 4-5=-264/15l 1,
5-6=-3308/544,6-7=-3808/798
BOT CHORD 1-13=-201/1238, 1-9=-441/3281, B-9=-438/3312, 7-8=-753/3566
WEBS 2-9=0/471, 6-8=0/465, 3-23=-2450/475, 5-18=-3375/573, 5-20=-3041/525
NOTES- ,tt1/11111111'r
1) Unbalanced roof live loads have been considered for this design. � S A.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; �� P` Iq
Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left -and right exposed; Lumber DOL=1.60 ♦♦ Q0• • • ..... • -
plate grip DOL=1.60 ♦♦ G E N g • • q� ��
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 3938
5) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * �.-
fit between the bottom chord and any other members. �-
6) Ceiling dead load (5.0 psf) on member(s). 2-3, 3-19, 4-19, 4-22, 5-22, 5-6
7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 8-9, 18-20, 20-23, 21-23 E •
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=251, i�� • I A
1=257. �•. A Q;
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �j� • • 4 O R Q • \ ,♦
10) Attic room checked for U360 deflection. l� • ' • 1�
NAk-
FL Cert. 6634
June 19,2014
a, WARNIM3 -Verify desr;Tn pan. mernrs ..d READ WES W Mrs AM XMINDED MITER-REFEREA0UF PAGE M77-Z473 rea .1IZ9/20[dNFTX7W!tASE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.
�•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbilllty of the
MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Cdterla, DSB-89 and. BCSI Building Component
6904 Parke East Blvd.
SalelyInformation 4v,,,Vble Gom Truss Plate Institute, Tel N. Lee Street, Suite 312, Alexanddo, VA 22331 1 �
1fSauthern(sine SF tunntrerisslxecified,thettesi"_ valuesare thoseeffective45i AtSIC
Tampa, FL 33610-4N5
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
"
T6375412
27052 •
A07
Hip
2
1
Job Reference (optional)
tasl 008sI 1 russ, i-on Nleree, rL. 34946 1.0ZU S Apr zz ZU14 MI I ex mausmes, mc. I nu Jun 10! 13:13:34 zu14 rage 1
ID: p?Qm IfchPBBmXvBBT2N Uhez4kwS-5zibs438YVMjNf59SKBrwAX4y2lvOeia9tJgLdz4jd?
5.0.8 9-0-0 , 14-1-8 18-1-0 23-1-8 ,
5.0.8 3-11-B 5.1.8 3-11-B 5-0-8
Scale=1:39.2
48 =
3.00 12
4x4 =
3x4 = 3x8 II 3x4 = - 3x4 = 3x8 3x8 =
1.0-o o-4-
7-8.0 .
5-1.8
9.0.0
Plate Offsets (X•Y)--
rl:0-0-0,1-8-131,r1:0-4-8,0-0-21
r3:0-5-4.0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL",
in
(loc),
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.54
Vert(LL)
0.16
7-9
>999
240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.87
Vert(TL)
-0.47
7-12
>585
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.20
Horz(TL)
0.10
6
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 98 lb FT = 0%
LUMBER- .
TOP CHORD 2x4 SP No.2
BOT CHORD 20 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 6=1058/0-8-0, 1=1115/0-8-0
Max Horz 1=64(LC 7)
Max Uplift6=-240(LC 5), 1=-254(LC 4)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-4-11 oc bracing. '
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=996/217, 1-2=-2637/610, 2-3=-2380/490, 3-4=-2373/510, 4-5=-2458/507,
5-6=-2964/708
BOT CHORD 1-13=-207/926, 1-9=-547/2513, 8-9=-394/2297, 7-8=-394/2297, 6-7=-641/2837
WEBS 2-9=-273/160, 4-7=-19/303, 5-7=-514/253
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=9.Opsf; BCDL=3.Opsf; h=Oft; 6=45ft; L=24ft; eave=4ft; Cat. II; ♦♦ ♦♦♦�S' A'�i,II
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ♦ I�
plate grip DOL=1,60 �♦ P
\`r` ,.......•• a �i 3) Provide adequate drainage to prevent water ponding. E N
4) Plates checked for a plus or minus 0 degree rotation about its center. ��`r.••• S'_ •
7i ,9
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �, �_ , ��• ''r''
6) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 3 y 3 t3 0
fit between the bottom chord and any other members. * .•
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=240,
1 254,
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.-0 O • -�T E ' : �t 40
FL Cert. 6634
June 19,2014
®WARNItR3•Vedtr dusk7n yanunemrs aad RFiia ng7ES fiN 7fRS,iNUlhY1VAL0 M7TFKR£FLRENCE FAC'LA}ff•MI3 m•1J24J20rQDN'aRF.t/5E
Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
MiTek`
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Inlorma Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
lfSouthem ine{SP lumber isspeclf ed, the deftrivalues are thoseeffecltiveOG 0112013byAtSC
Tampa, FL 33810.4115
Job
Truss
Truss Type
City
Ply
Gingres Residence
T6375413
2705Y �•
AOBG
Hip Girder
2
1
Jo a ere ce o do al
East Coast Truss, Pon Pierce, FL. 34945 7.520 S Apr 22 2014 WeK Industries, Inc. Thu Jun 19 13:13:3b ZU14 Page 1
I D:p?QmlfchP88mXvB BT2NUhcz4kwS-Z9Gz3Q4nJoUa?ogLO2i4TN3DwS341zxkOX3Du3z4jd_
i 7-0-0 , 11-6-12 16-1-8 23-1-8 _
' 7-0-0 4-s-12 4-6-12 7-0.0
3.00 F12
3x10 =
4x6 =
3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 20.0
Plates Increase 1.25
TC 0.66
TCDL 17.0
Lumber Increase 1.25
BC 0.94
BCLL 0.0 "
Rep Stress Incr NO
WB 0.71
BCDL 10.0
Code FBC201O/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP 285OF 1.8E
BOT CHORD 2x4 SP 285OF 1.8E
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 5=187710-8-0, 1=1957/0-8-0
Max Horz 1=-49(LC 23)
Max Uplift5=-540(LC 5), 1=-567(LC 4)
3x8 =
19 3 20
23 - 7
4x8 1018SHS =
1x4 II
4x6 =
3x4 =
Scale = 1:39.5
3x10 =
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) 0.39 8 >719 240 MT20 244/190
Vert(TL) -0.92 8-9 >301 180 M18SHS 244/190
Horz(TL) 0.19 5 n/a n/a
Weight: 91 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-9-6 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-2085/608, 1-2=-5426/1602, 2-18=-5275/1585, 18-19=-527511585, 3-19=-5275/1585,
3-20=-5750/1699, 20-21=-5750/1699, 4-21=-5750/1699, 4-5=-5912/1714
BOT CHORD 1-13=-564/1926, 1-9=-1490/5198, 9-22=-1858/6661,.22-23=-1858/6661, 8-23=-1858/6661,
7-8=-1858/6661, 7-24=-1858/6661, 6-24=-1858/6661, 5-6=-1596/5673
WEBS 2-9=-2231973, 3-9=-1619/408, 3-8=0/375, 3.6=-1126/300, 4-6=-213/984
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=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding,
4) All plates are MT20 plates unless otherwise Indicated.
5) Plates checked for a plus or minus 0 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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 5=540,
1=567,
9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 127 lb down and 117 ib up at
7-0.0, 127 lb down and 117 lb up at 9-0-12, 127 lb down and 117 lb up at 11-0-12, 127 lb down and 117 lb up at 12-0-12, and 127 lb
down and 117 Ib up at 14-0-12, and 127 lb down and 117 lb up at 16-1-8 on top chord, and 437 lb down and 180 lb up at 7-0-0, 53 I
down and 5 lb up at 9-0-12, 53 lb down and 5 lb up at 11-0-12, 53 lb down and 5 lb up at 12-0-12, and 53 lb down and 5 lb up at
14-0-12, and 508 lb down and 187 lb up at 16-0-12 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).
LOAD CASE(S) Standard
Continued on Daae 2
FL Cert. 6634
June 19,2014
®WARNIM3•Veritydmo. yarur,,eGers,sud RFAB MM7ESON 7 MAW INCIUDED H1TFKR£FERENLEFACEN11-7473ter. 11J.91201dUffMom
■■■
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the
MiTek`
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke Edst Blvd.
' Safety Informa Ion va able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Ale andria, Vqq 2314.
if5outhern "itle�fiP lumberisspecified,thedesigovatuesairethoseef ectivea6 01/2013 by ALSC
Tampa, FL 33610.4115
Job
Truss
Truss Type
City
Ply
Gingras Residence
T6375413
27052a #
A08G
Hip Girder
2
1
Jo b Refere ce o tionai
East Coast Truss, Fort Pierce, FL. 34946
7.520 s Apr 22 2014 MITek Industries, Inc. Thu Jun 19 13:13:35 2014 Page 2
ID: p?Qm IfchP88mXvB BT2NUhcz4kwS-Z9Gz3Q4nJoUa?ogL02i4TN3DwS341zxkOX3Du3z4jd_
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-74, 2-4=-74, 4-5=-74, 10-13=-20
Concentrated Loads (lb)
Vert: 2=-99(F) 4=-99(F) 7=-29(F) 9=-437(F) 6=-508(F) 18=-99(F) 19=99(F) 20=-99(F) 21=-99(F) 22=29(F) 23=-29(F) 24=-29(F)
®WARNIM7 Vwify design pan.meta. and READMMMMISAND MaWED MITEKR£FEREt.CE PAGE NII•2473 mR 1140014DffOMM
Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component.
�•
so
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing 10 Insure stability during construction is the responsibillity of the
MOW
Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
fabrication,
6904 Parke East Blvd.
Safety Inlormatlon vo able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314.
lf5authern 1ne7fiP lumberisspecified,thedesignvalues are those effettilreOfi1O1J1013byRtSC
Tampa, FL 33610-0115
Job
Truss
Truss Type
City
Ply
Gingras Residence
T6375414
27MO 4,
B01G
Roof Special Girder
1
• 1
ob a e ence o do a
East Coast Truss, Fort Pierce, FL. 34946 ' 7.520 s Apr 22 2014 MTek Industries, Inc. Thu Jun 19 13:13:36 2014 Page 1
ID:p7QmlfchP88mXvBBT2NUhcz4kwS-1 LgLGm5P46cRdyFYalEJ7bcTIsV9UaStdBonPWz4jcz
L 5-4-10 8-8-1 13-8-1
5.4-10 3-3-8 5-0-0
Scale=1:22.8
44 =
2.79 12
4x8 =
3.00 112
3x8 II 3x4 = 1x4 II 3x4 =
1-110 1-4-15 5-4-10
8-8-1
,."613.8-1.
1-0 b-453-11-11
3-3-8
5-0-0
Plate Offsets (X.Y)— fl:0-0-0.1-10-81 f1:0-4-15 0-0-21 f3:0-5-4 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 0.33
Vert(LL) 0.07
5-7 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.57
Vert(TL) -0.17
5-7 >949 180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.12
Horz(TL) 0.04
4 n/a n/a
BCDL 10.0
Code FBC�01 OrrP12007
(Matrix-M)
Weight: 50 lb FT = 0%
LUMBER-
BRACING-*
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-10-4 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 7-11-9 oc bracing.
WEBS 2x4 SP No-3
MiTek recommends that Stabilizers and required cross bracing
WEDGE
be installed during truss erection, in accordance with Stabilizer
[installation
Left: 2x4 SP No.3
REACTIONS. (lb/size) 4=784/0-8-0, 1=802/0-8-10
Max Horz 1=-32(LC 6)
Max Uplift4=-227(LC 5), 1=-232(L'C 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces. 250 (lb) or less except when shown.
TOP CHORD 1-1=-687/199, 1-2=-1713/503, 2-16=-1657/503, 3-16=1657/503, 3-4=-2031/607
BOT CHORD 1-11=-183/636, 1-7=-445/1639, 7-17=-552/1967, 6-17=-552/1967, 5-6=-552/1967,
4-5=-545/1934
WEBS 3-7=-436/227.3-5=-66/315
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=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
,,'i111111/I�/I
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,�� S A l't
plate grip DOL=1.60 �� A�
Provide adequate drainage to ptevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about Its center,
♦♦� •� (✓ E N
�`r.• �, /f
�• �•• `"•
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
•
�,
Pa 3 938 0
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
0
+ *
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 4=227,
i —
1=232.
8) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
_ •�t�
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 90 lb up at 6-9-6,
�� .;' ATE : �W
and 88 lb down and 90 lb up at 8-8-1 on top chord, and 23 Ito down and 12 Ito up at 6-9-6, and 214 lb down and 114 lb up at 8-7-5 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
;C
�j�,�c�• P`••
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
`Q
♦♦
��'s/O
N A1- �,1�
LOAD CASE(S) Standard
t111111110
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-74, 2-3=-74, 34=-74, 8-11=-20
Continued on Dame 2
FL Cert. 6634
June 19,2014
® WARNING -Verdi desrdn panmeW. and READ N07ES ON TNTSANO MCUIDED MTTEKR£FERME PACE MIJ-7423.. 11291ZOUMOMME
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component.
�•
Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the
WOW
Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component
fabrication,
6904 Parke East Blvd.
Safety Informa Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
It SouthernPine�SP� lumber isspecified, the design values are those effective 461101/2013 by ALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375414
270570 41
601G
Roof Spacial Girder
1
1
b fere ce o t'o al
East Coast Truss, Fort Pierce, FL. 34946
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-39(B) 5=214(B) 16=-39(8) 17=-8(B)
7.520 s Apf 22 2014 MiTBK Industries, Inc. Thu Jun 19 13:13:36 2014 Page 2
ID: p7Qm IfchP88mXvBBT2NUhcz4kwS-1 LgLGm5P46cRdyFYaIEJ7bcTIsV9UaStdBonP Wz4jcz
�WARNIff •Y.&V desirPr rammemrs and READ A07ES ON TRTS AND IMIUDED M1TEKREFEREKE PAGE Mfi•7473 m a 212V20168170unm
Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �•
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd.
Safely Inlormatlon gva' able from]russ Plate In titute, 781 N. Lea Street Suite 312, Alexandria, Vq 2314. Tampa, FL 33610.4115
If Southern P"iT1e {SP� lumber ss sp ecif iec , the design values are those effeitiTre Qfi/01/2013 by ALSC
Job
Truss
Truss Type
Qty
Ply
Gingras Resitlenca
T6376416
27053
B02
Roof Special
1
1
Jo a ere ce o io al
East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Thu Jun 19 13:13:36 2014 Page 1
ID:p?QmlfchP88mXvBBT2NUhcz4kwS-1 LgLGm5P46cRdyFYalEJ?bcQ2sWZUaptdBonP Wz4jcz
6-2-2 13-1-12
6-2-2 6-11-10
Scale=1:21.6
4x4
2.79 12
3 .Ann 119
6
Tx4 n
3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 20.0
Plates Increase 1.25
TC 0.57
TCDL 17.0
Lumber Increase 1.25
BC 0.48
BCLL 0.0 '
Rep Stress Incr YES
WB 0.10
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Left 20 SP No.3 1-6-0
REACTIONS. (lb/size) 1=590/Mechanical, 4=646/0-8-0
Max Horz 1=-42(LC 6)
Max Upliftl=-164(LC 4), 4=-165(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-753/133, 2-3=-1229/332, 3-4=-1443/413
BOT CHORD 1-5=-267/1158, 475=-435/1509
WEBS 3-5=0/256
DEFL. In (loc) .I/deft Ltd
Vert(LL) -0.06 5-12 >999 240
Vert(TL) , -0.18 5-12 >891 180 .
Horz(TL) 0.02 4 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 44 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc puffins.
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
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=9.Opsf; BCDL=3.Opsf; h=0ft; B=45ft; L=24ft; eave=4ft; Cat, II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60 j111111111rrr�
3) Plates checked for a plus or minus 0 degree rotation about its center. ,�� s A.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P
5 • This truss has been designed for a live load of 20.0 sf 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. ,` �, F '.�!% i
6) Refer to girder(s) for truss to truss connections. G 39380
`
7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=164,
4=165.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
• _ AT E to
;��•O�F �� OR 10
rrrrrrnn►j11�
FL Cert. 6634
June 19,2014
,&WARNIAG-VerslydesgaparameoenandRF4D MWESGM7MSAN0 IMIUDFDMITEKREFEREAtE PAGE k11- 7423 rea1/29/201daff0 WE
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the
erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
MiTek'
fabrication, quality control, storage, delivery, erection and bracing, consult ' ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Inlormotion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314.
If 6outhe rn Rine�SP� lumbe r is specified, the design values are those effective Ob j0112013 by ALSC
Tampa, FL 33610.4115
Job '
Truss
Truss Type
Qty
Ply
Gingras Residence
• T6375416
27052• �
803
Roof Special
1
1
Jo efe erica o do a
East Coast Truss, Fort Pierce, FL. 34946
5-0-8
4x4
2.79 12
7.520 a Apr 22 2014 MITBK industries, inc. I nu Jun 19 1J:1J:Jr 2U14 F'age 1
I D:p?QmlfchP88mXvB BT2NUhcz4kwS-VYOkU651 rQklE6gk7TIYYo9ZGFsWD1 Al rrYKxyz4jcy
13-1-12
7-4-4
Scale=1:21.7
3x8 II 1x4 ii 3x4 =
LOADING (psf)
SPACING- 2.0-0
CSI.
TCLL 20.0
Plates Increase 1.25
TC 0.67
TCDL 17.0
Lumber Increase 1.25
BC 0.49
BCLL 0.0 '
Rep Stress Incr YES
WB 0.09
BCDL • 10.0
Code FBC2010/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 1-6-0
REACTIONS. (lb/size) 1=583/Mechanical, 4=65310-8-0
Max Horz 1=-43(LC 6)
Max Uplift 1 =-1 61 (LC 4), 4=-168(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1121/303, 3-4=-1614/461
BOT CHORD 1-5=-233/1052, 4-5=-490/1700
DEFL. in (loc) Udefl Ud
Vert(LL) 0.08 5-12 >999 • 240
Vert(TL) -0.23 5-12 >673 180
Horz(TL) 0.02 4 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 44 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-9-8 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
guide,Installation
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=9.Opsf; BCDL=3.Opsf; h=0ft; 6=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
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 ��,,0\V`P,• • A�e �j
fit between the bottom chord and any other members. G E N S •• q�1�is
6) RefeP to girder(s) for truss to truss connections. `��,` �.� E•_•.•,:r.` !
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=161,
4=168. 0 3938OOy
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
;ram
'O••" 'SATE
•40
FL Cert. 6634
June 19,2014
® WARNi7✓j •Verity design yaramemra aad RFi1D tA7£S GN7lilSAND IM117D£D MIT£KR£F£R£NCF MiGE NI!•7473 yea IJd9/IO1QaFFGHEUSE
Design valid for use only with MiTek connectors. This design is based only upon parameters •shown• and Is for an Individual building component,
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informatign vatlIable from Truss Plate In titute, 781 N. Lee gireet, Suite 312, Alexandria, VA zz2314: Tampa, FL 33610.4115 ,
if5out lem Vine SP lumber issfueeilieT ,thedeMgn values arethoseeffective 06)01%2013byAtSC'
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6376417
27059 •
804
Roof Special
1
1
Job Reference footionah
East coast Truss, Fort Pierce, FL. 34946
5-4-14
4x4
2.79 12
7.620 a Apr 22 9014 MiTeK Intlustnes, Inc. Thu Jun 19 13:13:37 2014 Page 1
I D:p7QmlfchP68mXvB BT2NUhcz4kwS-VYOkU651 rQklE6gk7TIYYo9YnFrxD1 H 1 rrYKxyz4jcy
13-1-12
7-8-13
Scale=1:21.5
1x4 it 3x4 =
5-4-14
7-8-13
Plate Offsets (X,Y)—
(1:0-1-12.0-1-71
LOADING (psf)
SPACING- 2-0.-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.76
Vert(LL)
0.10
5-12
>999
240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.53
Vert(TL)
-0.29
5-12
>551
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.08
Horz(TL)
-0.02
1
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 47 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Left 2x8 SP No.2 1-6-0
REACTIONS. (lb/size) 1=578/Mechanical, 4=658/0-8-0
Max Harz 1=-44(LC 6)
Max Upliftl=-158(LC 4), 4=-170(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-411/71, 2-3=-1035/281, 3-4=-1761/506
BOT CHORD 1-5=-205/968, 4-5=-540/1865
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc puriins.
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
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=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Plates
has bee
ncked for a plus or minus 0 degree rotation about its center.
4) This trussn designed for a 10.0 psf bottom chard live load honconcurrent 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.
0••,`J. �r
fit between the bottom chord and any other members. , p
� E N,3 •••
6) Refer to girder(s) for truss to truss connections. ,�,`%.'•�.� ��'..9�li
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=lb) 1=158,
4=170. ` * ; • Pao 3938
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LATE �✓
i Qom
A%�� • � O ��P
s/ONALE��``�
�,1nn 1 n+11
FL Cert. 6634
June 19,2014
®WARMA0 •Verffydes4a pars Mn•ad READ AVIESaM 7MTSAM0INCLUDED MITEKREFEREMX PAGE Mll-7473 re• I1291201dVET OSE
Design valid for use only with M1ek connectors. This design is based any upon parameters shown, and is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
'
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the
M'Tok•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information va' able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
1f5outhemPine�SP lumberisspec->tier, theclesignvaluesarethwoeffactive461Q1f2013byAtSC
Tampa, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375418
27052 '
C01G
Roof Special Girder
1
1
o e e ence do al
Cast l:0asl 1 rues, t-on Nlerce, f•L. 34945 7.520 S Apr 22 2014 MITex Industries, Inc. Tnu Jun 19 13:13:39 ZU14 Naga 1
ID:p7Qm IfchPBBmXvB BT2NUhcz4kwS-RwV,AJvo7HN 1_000z7FunOdDEvp3a5gp7JJ91 ROrz4jcw
t 4-5-9 7-'0-1 11-9.8 14-8-6 16.8-1 21-6-11 23-1-8
r 4.5.9 3-4-9 3-11.7 2-10.14 1-11-11 4-10.9 1.6-13
3.00 12
3x4 = 3x8 11
LOADING (psf)
SPACING-
2-0-0
TCLL 20.0
Plates Increase
1.25
TCDL 17.0
Lumber Increase
1.25
BCLL 0.0 '
Rep Stress Incr
NO
BCDL 10.0
Code FBC2010/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
*Except*
6-8: 2x6 SP No.2
1.37112
4x4 =
CSI.
TC 0.66
BC 0.36
WB 0.58
(Matrix-M)
5x6 =
11 10
5x5 =
DEFL. in (loc)
Vert(LL) 0.09 9-11
Vert(TL) -0.11 9-11
Horz(TL) 0.01 11
BRACING- .
TOP CHORD
BOTCHORD
WEDGE
Left: 2x4 SP No.3
REACTIONS. All bearings 1-8-7 except Qt=length) 1=0-8-0, 11=0-6-0.
(lb) - Max Horz 1=40(LC 31)
Max Uplift All uplift 100 lb or less at joints) 7 except 8=-163(LC 8), 1=-241(LC 4),
11=-1204(LC 4)
Max Grav All reactions 250 lb or less at joint(s) 7, 8, 7 except 1=643(LC 36).
11=1336(LC 36)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1 -1 =-487/206, 1-2=-1233/557, 2-3=-1075/825, 3-22=-1043/799, 4-22=1058/764,
4-23=-603/716, 23-24=-598/705, 5-24=-603/683, 5-25=-615/314, 6-25=-634/310,
6-7=-604/298
BOT CHORD 1 1-17=-202/460, 1-12=-516/1196, 12-26=-684/645, 11-26=684/645, 10-11=-284/611,
10-27=-284/611, 9-27=-284/611, 9-28=-284/611, 8-28=-284/611, 7-8=-265/596
WEBS 2-12=-639/363,4-11=-11621747,4-12=-1113/1481.5-11=1204/923
I/defl Ud
>999 240
>999 180
n/a n/a
Scale = 1:39.2
3x4 =
PLATES GRIP
MT20 244/190
Weight: 95 lb FT = 0%
Structural wood sheathing directly applied or 5-3-2 oc purlins.
Rigid ceiling directly applied or 6-0-0 cc bracing.
MTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide,
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=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 7 except Qt=lb)
,,,,,BPS I A. /���i
� O� G.
, E. IVS� •y ii
`�� �� .' �,�_ • .� Ali i
Pd6_39380
��• ;ram
ATE ': 441 Z.
0
8=163, 1=241, 11=1204. ./ is `G �
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.SQ �G\ %%�
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 308 lb down and 625 lb up at �����, N A` ��
7-10-1, 134 lb down and 118 lb up at 10-0-5, 103 lb down and 103 lb up at 12-3-5, 83 lb down and 87 lb up at 14-6-5, 63 lb down and
70 lb up at 16-9-5, and 38 lb down and 57 lb up at 19-0-5, and 88 lb down and 192 lb up at 21-6-11 on top chord, and 379 lb down and
188 lb up at 7-9-6, 50 lb down and 127lb up at 10-0-5, 32 lb down and 53 lb up at 12-3-5. 20 lb down and 32 lb up at 14-6-5, and 8 lb FL Cert. 6634
down and 16 lb up at 16-,9-5, and 56 lb down and 38 lb up at 19-0-5 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others. June 19,2014
%Aflrtbf;�Pag,AgE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
&WARNINJ Nerift,design pammeters and READ h07ESG7 TNTSAND IM27.UDED MITEKREFERE,AKEAAGE NII-7473 mr. 1119120148ffMME
■
Design valid for use only with MOek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
�•
Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
WOWerector.
Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information va able from Jruss Plate Institute, 781 N. Lee g5ireet, Suite 312, Alexandria, VA 2314.
1i5authernp'ine75P lumber isspetified,thedesignvafuesarethoseeifectire,06 01/1013byALSC
Tampa, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
•
T6375418
27057 a,
C01G
Roof Special Girder'
1
1
Job Reference (optional
East Coast Truss, Fort Pierce, FL. 34946
7.520 s Apr 22 2014 MITeK Industries, Inc. Thu Jun 19 13:13;39 2014 Page 2
ID:p?QmlfchP8BmXvBBT2NUhcz4kwS-RwVWvo7HN1_OUQz7FunOdDEvp3a5gp?JJ91ROrz4jcw
LOAD CASE(S) Standard
1) Dead'+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=74, 3-6=-74, 6-7=-74, 13-17=-20
Concentrated Loads (lb)
Vert: 3=290(F) 6=96(F) 10=-17(F) 12=180(F) 9=10(F) 5=2(F) 22=-94(F) 23=63(17) 24=-32(F) 25=39(F) 26=-27(F) 27=-5(F) 28=24(F)
®WARNIAG -Verify d.si7n parame[en and READ M)7E5GN7N7SAND Ir aUDED MIIMEFEREAK7 PAGE HH-M73 rea I129/2014MYOUME
Design valid for use any with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component.
�•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the
MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
'
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
69D4 Parke East Blvd.
Spfety Informapn vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, AI xandria, VA 2314.
ft fsDLYhCFl1 PIIlE7 ial1mber lsspecifled,the des:ign values are those'£�C4Y1V£Q`%Qi%20%3byAtSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375419
2705£
CO2
Roof Special
1
1
Job Reference (optional
East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITek Industries, Inc. Thu Jun 19 13:13:40 2014 Page 1
ID:p7QmlfchP88mXvBBT2NUhcz4kwS-w74s678v8L6t5aYJpblFARn3MTvdPK_TXpm_YHz4jcv
5.0.14 9-0.12 11-9-8 13.8-1 18-3.5 23-1-8 ,
5-0-14 3-11-14 2.8.12 1-IN 4-7-5 4.10-3
3.00 12
3x4 = 3x8 II
4x4 =
3x4 =
98
3x8 = 5x5 =
LOADING (psf)
SPACING- 2,0-0
CSI.
TCLL 20.0
Plates Increase 1.25
TC 0.68
TCDL 17.0
Lumber Increase 1.25
BC 0.40
BCLL 0.0 '
Rep Stress ]nor YES
WB 0.34
BCDL 10.0
Code FBC201 O/TP 12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 6=421/0-8-0, 1=470/0-8-0, 9=1282/0-6-0
Max Harz 1=54(LC 7)
Max Uplift6=-359(LC 5), 1=-81(LC 4), 9=-603(LC 4)
Max Grav6=443(LC 18), 1=505(LC 13), 9=1282(LC
1)
1.37112
DEFL. in (too) I/deft Ud
Vert(LL) 0.13 7-9 >999 240
Vert(TL)-0.1610-18 >899 180
Horz(TL) 0.02 6 n/a n/a
Scale = 1:39.2
3X4
PLATES GRIP
MT20 244/190
Weight: 98 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-9
MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-336/31, 1-2=-768/75, 4-5=-289/590, 5-6=-847/688
BOT CHORD 1-14=-32/311, 1-10=-51/767, 9-10=-556/346, 8-9=-623/787, 7-8=-623/787,
6-7=-707/871
WEBS 2-10=-663/282, 5-7=-269/226, 4-9=-932/205, 4-10=-147/675, 5-9=-1286/981
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. If.,
tt%j f f fit
A.
gust)
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right
,�*$% PS
...... �e �♦♦
exposed; Lumber DOL=1.60 plate grip DOL=1.60
,�� off`. •,
.• G E N, '• -9 ♦♦
'
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
�� ; V�'r•.V�!
39380 ---.-
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at=lb) 6=359- Z
, 9=603.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss,
= Xx •
O •-T E '��
;
i���ss�O N,A1- �0�
ffff11111% �
FL Cert. 6634
June 19,2014
®WARNII!"i •VcritydesRjn ram—tea-dREAD A07ESGN7705AND INr7.IADED MI7FKREFEREhGEPAGEMII-T473 mti I12f120148DICULM
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component.
�•
Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
'
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
MiTek
erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Spf ty Information va able from Truss Pla)e Institute, 781 N. Lee Street, Suite 312, Alekandria. V a231/4
i1 llSfrt••rR F�IfY2� {Y�lumber isspeciliei,the design values 3Te thost i'ffi�ctive ��ft�If IQ13` yy At.SC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375420
27051 •
-CJ1
Jack -Open
9
1
Job Reference o tiona
East Coast Truss, Fort Pierce, FL, 34946 7.520 s Apr 22 2014 MITek Industries, Inc. Thu Jun 1913:13:40 2014 Page 1
I D: aTo5i8u3YiaH LhcfyS I Q Fyz4kxO-w74s678v8L6l5aYJpblFARn DTT7w P P KTXpm_YHz4jcv
1-0-0
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
17.0
Lumber Increase
1.25
BCLL
0.0 •
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TP12007
LUMBER -
TOP CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=36/Mechanical, 2=36/Mechanical
Max Horz 2=12(LC 4)
Max Upliftl=-17(LC 4), 2=-14(LC 4)
Scale = 1:5.6
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TC 0.03
Vert(LL) -0.00
1 >999 240
BC 0.00
Vert(TL) -0.00
1 >999 180
WB 0.00
Horz(TL) -0.00
1 n/a n/a
(Matrix-M)
Weight: 2 lb FT = 0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-6oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide,
FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) • 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.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
A,f q,Jn*
,,`,PS
`� Q`"• G 49
Fig'_ 93 380�-�5
r
ATE 41j-;4 O
/O.
.�,F•'c40R1 P •����•
O E?G
N AL
FL Cert. 6634
June 19,2014
AWARNIM •Vent} desc7n p.m.,em,y -d READ M17ESWWSAND IAMDED MIIEKREFERENX PAGE Mri-M73 nt R I1251120148a''OMME
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown pp pp Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the �y� iTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd.
Sa ety InformallIon gva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, AI xandria, VA 2314 Tampa, FL 33610-4115
if uthemisinetSP lum eri"Pecifietfrthedesignvaluesartth see#eitixe06 03J$013byAM
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375421
2705C •
-CJ1B
Jack -Open
3.
1
Job Reference (optional
East Coast Truss, Fort Pierce, FL. 34946
i_n_n
7.520 s Apr 22 2014 MITek Industries, Inc. Thu Jun 19 13:13:40 2014 Page 1
ID:p?QmlfchP88mXvBBT2NUhcz4kwS-w74s678v8L6t5aYJpbIFARnDTT?wPPKTXpm YHz4jcv
Scale =1:5.6
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
In
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plates Increase - 1.25
TC - 0.03
Vert(LL)
-0.00
1
>999
240
TCDL 17.0
Lumber Increase 1.25
BC 0.00
Vert(TL)
-0.00
1
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.00
2 •
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 2 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.3
REACTIONS. (Ib/size) 1=36/Mechanical, 2=36/Mechanical
Max Horz 1=12(LC 4)
Max Upliftl=-14(LC 4), 2=-17(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 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.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) • 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.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2.
5) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0111111
trio 393 80 •'---
F): •
:.
OR X
0`�,
�►r1in1
AWARNIMI-Yedfy:fs*jn Pammemrsond READ M77UGV77A5AWInaUDED MIUKREEERENC£FAGEM11-7473 m•. 11291201da2HUM4 '
Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.
Applicability of design parameters and_proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
erector. Additional. permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component
SafetyInformation 7varble from jruss Plate In{titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2z314
If Southern ine SP lumbetrssoecifie,thedesienuaiuesarethmeeffective06fdif Dl3bi,At5C
FL Cert. 6634
June 19.2014
t
MITek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375422
270% - •
-CJ2
Jack -Open
2
1
Job a ere ce o tional
East Coast Truss, Fort Pierce, FL. 34946
1-5-15
7.520 S Apr 22 2014 MiTeK Industries, Inc. TDu Jun 19 13;13:41 ZU14 rage 1
I D:p?Qm IfchP88mXvB BT2N Uhcz4kwS-OJdEKT8YveEjjk7VMlpUieJNBlJzBsacmTWY4jz4jcu
Scale = 1:6.3
i-se
ao-
Plate Offsets (X,Y)— 11:0-7-12.0-0-81,f1:0-1-4,Ednel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in
(loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.10
Vert(LL) -0.00
5 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.14
Vert(TL) -0.00
5 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2010/rP12007
(Matrix-M)
Weight: 5 lb FT = 0%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-5-15 oc purlins.
BOT CHORD 2x4 SP No.3
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
REACTIONS. (lb/size) 1=312/0-4-13, 4=-1 01 /Mechanical, 2=-67/Mechanical
Max Horz 1=19(LC 4)
Max Uplift 1=-251(LC 4), 4=-101(LC 1), 2=-67(LC 1)
Max Grav 1=312(LC 1), 4=74(LC 4), 2=53(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 11111
fit between the bottom chord and any other members. ���� S A 1�I�
5) Refer to girder(s) for truss to truss connections. ��� �P... .. .�e
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 1=251 `�� "� ,•'`G E N S •• '9 ��
7) "Semi -rigid pitch brest ks including heels" Member end fixity model was used In the analysis and design of this truss.3938
` 0
Mir Z
ATE • Cu .
s/O N A1- G
FL Cert. 6634
June 19,2014
®WARNING-Vdfrdesign Tara M. and READ A07ESON718SAW INCLUDED MITFK1iffEREh1WPAGEM11-M73 ma 11291201JETMEME
Design valid for use only with Wek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
,
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
WOW
Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO.89 and BCSI Building Component
fabrication,
69D4 Parke East Blvd.
Safety Informa Ion va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
115outhern ine�SP lumber issuecified.thedeslerlvalues are tflaseeffective06.0 1201391v✓ LSG
Tampa, FL 33610-4116
Job
Truss .
Truss Type
Qty
Ply
Gingras Residence
T6375423
2705E
-CJ3
Jack -Open
9
1
Job e e e ce o tiona
tasi l:oa51 I cuss, Von HIM% t-L.'s4s4a
7'520 a Apr 22 2014 MITBK Indusines, Inc. Tnu Jun 19 1J:13:41 2a14 Yage 1
I D:p7QmlfchP88mXvBBT2N Uhcz4kwS-OJdEKT8YveEjjk7VM IpU1eJMItKA8sacmTWY4jz4jcu
3-0-0
3-0-0
REFER TO MITEK "TOE -NAIL" DETAIL FOR CONNECTION TO SUPPORTING
CARRIE
Scale = 1:8.2
_Elate Offsets (X.Y)-- rl:0-7-0.0-0-81 r1:0-1-4 Edoel
LOADING (psf) "
SPACING- 2-0-0
CSI.
DEFL. in
(too) I/deft L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.15
Vert(LL) -0.00
6 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.13
Vert(TL) -0.01
6 •>999 180
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)
Weight: 9 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 cc purlins.
BOT CHORD 2x4 SP No.3
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 e
REACTIONS. (lb/size) 1=23410-8-0, 2=50/Mechanical, 5=-51Mechanical
Max Herz 1=37(LC 4)
Max Upliftl=-57(LC 4), 2=-28(LC 4), 5=-5(LC 1)
Max Grav 1=234(LC 1). 2=50(LC 1), 5=18(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. Ii;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
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 �111 1 jI l l
fit between the bottom chord and any other members. ♦,♦� PS A. A �I�
5) Refer to girder(s) for truss to truss connections. ♦ ••,. 4 .
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 5. ,��♦ •'\ G N S • • 4
7) "Seml-rigid pitchbreaks.including heels" Member end fixity model was used in the analysis and design of this truss. `� ,`�.•.�. __�',•�
3938 -
Xx Z
r • �
O.•'- ATE :mow
/ON AL
i • ...••
FL Cert. 6634
June 19,2014
JAL WARNIAG •Verify design Paramemn aad READ AVTESGN 770SAND lM1VDED M7TEKREFEREKEPAGE N11-M23 — I129/201dDE OWME
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.,
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the
MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information va able from Truss Plate In titufe, 781 N. Lee Street, Sulfe 312, Alexandria, Vqq 2314.
!fSautilernivine7SPI lumberisspetifierg,thedesignvaluesarethoseeffectiveOfi 01/2013byALSC
Tempo, FL 33810.4116
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375424
2705Q A
-CJ313
Jack -Open
3
1
Job Reference (optional
East Coast Truss, Fort Pierce, FL. 34946 .
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plates Increase
1.25
TC 0.14
TCDL
17.0
Lumber Increase
1.25
BC 0.16
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC201 O/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=149/0-8-0, 2=85/Mechanical, 5=46/Mechanical
Max Horz 1=37(LC 4)
Max Upliftl=-35(LC 4), 2=36(LC 4), 5=-4(LC 4)
Max Grav 1=149(LC 1), 2=85(LC 1), 5=57(LC 3)
FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
7.520 s Apr 22 2014 MITek Industries, Inc. Thu Jun 19 13:13:42 2014 Page 1
ID: p?Qm IfchP88mXvB BT2NUhcz4kwS-sVBdXp9AgyMaLtiiwOKj FssXAGeztJpm?7F5c9z4icl
3-0-0
Scale =1:8.2
3-0.0'
DEFL. In (loc) I/deft Ud PLATES GRIP
Vert(LL) ' -0.00 8 >999 240 MT20 244/190
Vert(TL) -0.01 5-8 >999 180
Horz(TL) 0.00 1 n/a n/a
Weight: 9 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 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.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 5) Refer to girder(s)foeen the bottorntruss to truss connections.
chord and any other tiers.A1II�.��,�
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 2, 5, ��P;• •
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,♦ ,•'\ 0E S
♦ � • • V -�•, li i
�• 0 39380
.�—
Tt .
. rZ `
• l
ATE
�•`"
�p N A1-E� �`��
FL Cert. 6634
June 19,2014
AWARNMR3•Vedfy design p—em. and READ tMESONTNrSAM rNILUDED NTTEKR£FERENCEMENTr-2473m. 2129120i WOMME
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on Individual building component.
Applicability of design paramefers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
WOW
Additional permanent bracing of the overall structure Is the responsibirity, of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
fabrication,
69D4 Parke East Blvd.
Safety Intorma Ion Ova able from Truss Plate In titute, 781 N. Lee Street. Suite 312, Ale andria, VA 2314 -
lfSouthern "ina{SP lumberisspeiiiieds,thedesignvaluesarethoseaflxecirveO6 01JI913byALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375425
27052 • °
-CJ4
Jack -Open
2
1
Job Re ere ce o tional
East Coast Truss, Fort Pierce, FL. 34946
4.5-6
7.520 s Apr 22 2014 MITek Industries, Inc. Thu Jun 19 13:13:42 2014 Page 1
ID: p?Qm IfchP88mXvB BT2NUhcz4kwS-sV BdXp9AgyMaLtiiwOKjFssVdGeftJpm?7F5c9z4jct
Scale = 1: 10.0
- -_-- 1-0-0 0-4-0
2-11-8
1-1
Plate Offsets X,Y)-- 11:0-7-0,0-0-81 f1:0.1-4,Edgel
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) -0,00
5-9 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.18
Vert(TL) -0.01
5-9 >999 180
SCLL 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)
Weight: 14 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 4-5-6 oc purlins.
BOT CHORD 2x4 SP No.3
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
REACTIONS. (lb/size) 1=291/0-8-0, 2=99/Mechanical, 5=23/Mechanical
Max Horz 1=55(LC 4)
Max Uplift 1 =-72(LC 4), 2=-48(LC 4)
Max Grav 1=291(LC 1), 2=99(LC 1), 5=52(LC
3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 pelf bottom chard 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.
�P•
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2.
7) "Semi -rigid including heels" Member fixity in the design this truss.
%�� ,.
`���0 ,•'� G ENS '•.-9�'��
V �.�.•,�.
pitchbreaks end model was used analysis and of
., A�
�_�-- -
P4 39380
� 1 ' Mij:
ATE '
'�:
Off.
.•
EEC %
�4.0 NA
FL Cert. 6634
June 19,2014
®WARNING-Ven1ydesd7e Paramarers aad RFAD 107ESG777N7SAND INCLUDED MITEKREfEREACE PAGE MII-7473 ma 1I39/201daf ot(EME
Design valid for use only with MTek connectors. This design 4 based only upon parameters shown, and is for an individual building component.'
f
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
iVliTek'
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component
Sgfety Informatlon Iva able from Truss Plate Institute, 781 N. Lee S5treet, Suite 312, Ale andria, VA pp2�314
1t5autheFn rne�SP lumberisspeclfied,thedesignvaEuesatetho3eef>xecttueG'6AA1Z2013hgALSC
6904 Parke East Blvd.
Tampa, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375426
27051 •
•CJ5
Jack•Open
8
1
Job Reference (optional
East Coast Truss, Fort Pierce, FL. 34946
5-0.0
1
7.520 s Apr 22 2014 MTek Industdes, Inc. Thu Jun 1913:13:43 2014 Paget.
ID:p7QmlfchP88mXvBBT2NUhcz4kwS-Ki1719AoRGURyl HuUjsyn3PevgzPcm3vEn7e9cz4jcs
Scale=1:10.7
LOADING (psf)
TCLL 20.0 .
TCDL 17.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC201 O/TP12007
CSI.
TC 0.40
SC 0.21
WB 0.00
(Matrix-M)
DEFL. In
Vert(LL) . -0.01
Vert(TL) -0.01
Horz(TL) -0.00
(loc) I/defl Ud
5-9 >999 240
5-9 >999 180
2 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 15 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
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
guide,installation
REACTIONS. (lb/size) 1=320/0-8-0, 2=117/Mechanical, 5=30/Mechanical
Max Harz 1=62(LC 4)
Max Upliftl=-79(LC 4), 2=-57(LC 4)
Max Grav 1=320(LC 1), 2=117(LC 1), 5=64(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=0ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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. .% p,S A
5) Refer to girder(s) for truss to truss connections, �� ,,.......
.,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. ' �6, , ••� G E N S+ •• '9 rr�
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `� ,` ; • f!.__��•,�!
N0 3 9 3 8 0.,.--- -
*: • V
ATE r �
OR
FL Cert. 6634
June 19,2014
®WARNIAG Vedlydes7a pa umewn,rnd RFitt)tATTBGN TNrSANDfNC1UDEb M77EKR£FEREhCE PAGtNr!•7473 mR IJ24/20iJBtFOAEtdSE
Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.'
Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd.
Safety Information vo able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. Tampa, FL 33610.4115
IfSoutfiern uteiSP�lumberisspecified,thededignvaluesarethoseeffective06 01/2013.byAt:SC
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375427
2705% •
-CJ5B
Jack -Open
2
1
'
Job Refe ence o do a
East Coast Truss, Fort Pierce, FL. 34946
5-0-0
3x4 =
7.520 s Apr 22 2014 MITBK Inauslnes, Inc. [nu Jun le 15:13:4J ZU14 1,8g8 1
ID:p?QmlfchP88mXvBBT2NUhcz4kwS-Kil?19AoRGURyl HuUjsyn3PdogxXcm3vEn?e9cz4ics
Scale=1:10.7
5-0.0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Ildefl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.47
Vert(LL) -0.02
5-8 >999 240
MT20 2441190
TCDL 17.0
Lumber Increase 1.25
BC 0.33
Vert(TL) -0.06
5-8 >956 180
BCLL • 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00
1 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 15 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=267/0-8-0, 2=1401Mechanical, 5=60/Mechanical
Max Horz 1=62(LC 4)
Max Uplift1=-65(LC 4), 2=-62(LC 4)
Max Grav 1=267(LC 1), 2=140(LC 1), 5=87(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-600/174
BOT CHORD 1-5=-214/632
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,111111 lllll1
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 �* S /ta �I�
fit between the bottom chord and any other members. t�� �P,. • • • .. 44'e
5) Refer to girder(s) for truss to truss connections. 0,• C'EN, ••
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. ,` ; • �.� ��.•,.7!
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 39380
* •tir
ATE
i�"1S10 N A` E %%N
FL Cert. 6634
June 19,2014
WARNING -Verify design p..e Mrs aadREAD 10TESON 77ITSAM MaUDED MITEKREFEREM,Fh70E M11.7473 re 4 I12912016BEEOMME
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the
MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding '
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
S lety Information val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA2314.
i Southo,rnlrille�SP lumber isspetiiied, the design uIluesart those�effective06140112013byALSC
Tampa, FL 33610.4115
Job
Truss
Truss Type
Ply
Gingras Residence
T6375428
27052k •
DOIG
Roof Special Girder
�Qty
1
1
Jo b Reference o do al
east coast I russ, Pon Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Thu Jun 19 13:13:44 2014 Page 1
I D:p?Qm IfchPBBmXvB BT2NUhcz4kwS-ouJNyVBQCZclaBs42RNBKHxlP4LYLD03SRkCh2z4jcr
2-8-0 3-7-3 7-2-14
2-8-00.11-3 3-7-12
4x4 =
3.00 12
LOADING (psf)
TCLL 20.0
TCDL 17.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC201 O/TPI2007
CSI.
TC 0.16
BC 0.08
WB 0.06
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
3-4: 2x4 SP 285OF 1.8E
BOT CHORD 20 SP 285OF 1.8E
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=307/0-8-0, 4=187/1-5-8
Max Harz 1=19(LC 4)
Max Uplift 1=-169(LC 4), 4=-71(LC 4)
Max Grav 1=342(LC 36), 4=197(LC 36)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-275/236, 2-3=-262/212, 3-4=-276/208
BOT CHORD 5-6=-213/261. 4-5=-1981276
4x4 =
1.37112
US II
3x4 =
Scale=1:14.0
DEFL. In (loc) I/deft Ltd PLATES GRIP
Vert(LL) -0.01 13 >999 240 MT20 244/190
Vert(TL) -0.02 13 >999 180
Horz(TL) -0.00 4 n/a n/a
Weight: 27 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 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
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=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as perANSIfTPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb)
1=169.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 115 lb down and 230 lb up at
2-8-0, and 31 lb down and 71 lb up at 5-1-12 on top chord, and 36 ib down and 103 lb up at 2-8-0, and 22 lb down and 47 lb up at
3-7-3, and 1 lb down and 44 lb up at 5-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility
of others.
12) 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
Continued on Daae 2
`���0.•�p�E�N,9
0 39380
ATE
t(1
1111t1{{
FL Cert. 6634
June 19,2014
,& wARNRr • Verify des4a p.m.,eNrs a.d READ h07ES Olt TMSAW JAUUDED MITEKREEEREACE PAGE HII.7423 mw I/291201dWOMME
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MOW
fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSVIPII Quality Crlterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexonddo, Vqq 2314. Tampa, FL 33610.4115
I15ovthc Tn F�ir1e75P� Ivinher is xpeciffed, the design values are those effective 06 j�01/2013 by ALSC
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
Tfi375428
27052► a
DO1G
Roof Special Girder
1
1
Job Reference o tiona
East Coast Truss, Fort Pierce, FL. 34946
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-74, 2-3=-74, 3-4=-74, 7-11=-20
Concentrated Loads (lb)
Vert: 2=132(F) 6=-27(F) 5=-20(F) 14=71(F) 15=31(F)
7.520 s Apr 22 2014 M(Tek Industries, Inc, Thu Jun 19 13:13:44 2014 Page 2
I D:p7QmlfchPBBmXvB BT2NUhcz4kwS-ouJNyVBQCZclaBs42RNBKHxlP4LYLDO3SRkCh2z4jcr
WARNIM3 - Venff desgn pammewn and READ M17ES M1174TSAW It(L1 Wrl) MIUW REFEREKE PASC MII-7473 mr. I fd9/20IJkMMME
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Sgfety Information 7vapable from Jiuss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314
1 SoutheYnRirtelSp}lumberisspetified,thedoltavaluesaret:hoseeff rt}rea6 IM13byJ'M
M!Tek'
6904 Parke East Blvd.
Tampa, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375429
27052o,
D02
Roof Special Girder
1
1
Job efere ce o tional
East Coast Truss, Fort Pierce, FL. 34946
4-2-2
3.00 12
3x4 =
4x4 =
LOADING (psf)
TCLL 20.0
TCDL 17.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC2010rrP12007
CSI.
TC 0.36
BC 0.47
WB 0.04
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Right 2x4 SP No.3 3-1-1
REACTIONS. (lb/size) 1=502/0-8-0, 4=340/0-9-2
Max Horz 1=27(LC 28)
Max Uplift l=-129(LC 4), 4=-96(LC 4)
Max Grav 1=504(LC 21), 4=348(LC 21)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=745/199, 2-16=-694/198, 3-16=-695/194, 3-4=-3751133
BOT CHORD 1-6=-152/686, 1-5=-179/686, 5-17=-177/690, 4-17=-177/690
7.520 s Apr 22 2014 MiTeK Industries, Inc. TnU Jun 19 13:13:45 ZU14 Page 1
ID:p7Qm IfchP88mXvB BT2NUhcz4kwS-G4tl9rC2ztk9CLRGb6uQtUU7_Ubk4gxCh5UIDUz4jcq
l o-6.10
6-4-8
Scale=1:17.3
1.37112
DEFL. In (loc) I/defl L/d
Vert(LL) -0.03 5-14 >999 240
Vert(TL) -0.09 5-14 >999 180
Horz(TL) 0.00 4 n/a n/a
PLATES GRIP
MT20' 2441190
Weight: 38 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins.
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
Installatione
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=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional);, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60 ♦j1I I I 111111111.f
3) Plates checked for a plus or minus 0 degree rotation about Its center. ,♦ S A-I�
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦♦ ��, • ... 'q�e �I�
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 C E NS •• qA ���
fit between the bottom chord and any other members. ��♦,`�••• V�
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except Qt=lb) 1=129. ` 39380
7) "Semi -rigid pitchbreaks including 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) 49 lb down and 64 lb up at 64-6,
and 21 lb down and 66 lb up at 8-7-6 on top chord, and 7 lb down and 25 lb up at 6-4-6, and 9 lb down and 74 lb up at 8-7-6 on botton : � x
chord. The design/selection of such connection device(s) is the responsibility of others. (V
9) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O •,• ATE
LOAD CASE(S) Standard �i�Fs; ••. R �•, `tom ♦♦�
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �j tS
Uniform LoadVert:s `2In74, 2-4=-74, 6710=-20 '��, r� N A� �%
Concentrated Loads (lb)
Vert: 13=66(F) 14=47(F) 16=22(F) 17=15(F)'
FL Cert. 6634 7
June 19,2014
®WARNrhG-Yerifrdesign pan. mewrs and RFAD h07ESGNVUSAND HaUDED MITEXMFEREht£PAGE 1411-7473 rer. 1/t9120IdVEF0 M
f•
Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.
Applicability of design parametersand proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the
MiTek'
fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
IfSouthemPine�SP�lumberisspecified,thedesigonvaluesarethaseaifectiveO6 0112013byAtSC
Tampa, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375430
27052 • �
003
Roof Special
1
1
Job efe a ce o tiona
Fast coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Thu Jun 19 13:13:45 2014 Page 1
I D:p?Qm IfchP88mXvBBT2NUhcz4kwS-G4tl9rC2zlkgCLRGb8uQtUU?BUey4e7Ch5UIDUz4jcq
i 5-4-13 8-10-5
5-4-13 3-5-8
Scale = 1:16.7
4x4 = 1.37 [12..
3.00
2x4 II
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.35
Vert(LL) -0.01 5 >999 240
MT20. 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.27
Vert(TL) -0.03 5 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.16
Horz(TL) 0.00 4 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 34 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=478/0-8-0, 4=341/0-7-4
Max Horz 1=90(LC 7)
Max Uplift 1=-119(LC 4), 4=-52(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-524/106, 2-3=-470/110, 3-4=-299/56
BOT CHORD 1-6=-51/462, 1-5=-111/462
WEBS 3-5=-82/411
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=9.Opsf; BCDL=3.Opsf; h=0ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
`t%111 111 111111,1�
plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
��� S A.
4) This truss has been designed for 10.0 bottom live load loads.
0 •'� ��� a
N`S
a psf chord nonconcurrent with any other'live
5) • This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0
vC•E �1�♦
�� F�'q�i ♦♦
a of on chord all areas where a rectangle wide will
��,��
fit between the bottom chord and any other members.
6 Provide bearing
`1
3 938
mechanical connection (by others of truss to late capable of withstanding 100 lb uplift atjoint(s) 4 except t-Ib
1=119.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
•
T E : �U
;p. ,c `
C? .
'�, N A`
�0
- ��•.
II
FL Cert. 6634
June 19,2014
®WARNIX,-Ve6frdesr.7a parameters-d READ NMSONTNISAND Irr UDEDNITEKREFEREhCEPAGENII-N723m. 1119/2014DEfMME
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the
MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information gva able from Truss Plate In tltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
it5outhemPrrre`fiP furnherisspecifie the design values are theseeffestiv 461Q1/2013byALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty ,
Ply.
Gingras Residence
T6375431
2705R •
D04
Roof Special
1
1
Job e e e ce o tionai
East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITeK Intlustnes, Inc. Tnu Jun 19 13:13:46 2014 Naga 1
ID: p?QmlfchP8BmXvBBT2N Uhcz4kwS-kHR7NBCgkBtOpVOT9sPfPi19_u?cp5jLwID Ilxz4jcp
6-7-7 , 7-2-0 ,
6-7-7 0-6-9
1.37 112
4x6 =
2x4 I
3
3x4 = 4
7-1-11 7- 0
1-a0 a40 5.9.11 0- 5
Plate Offsets (X Y)-- rl •0-7-0 0-0-81 11.0-1-4 Edoel r2:0-3-0 0-0-111
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plates Increase
1.25
TC 0.41
TCDL
17.0
Lumber Increase
1.25
BC 0.24
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.07
BCDL
10.0
Code FBC2010/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=419/0-8-0, 4=241/0-7-4
Max Horz 1=137(LC 7)
Max Uplift 1 =-1 14(LG 4). 4=-65(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=-379/181
Scale=1:15.1
DEFL. in
(loc) I/dell L/d
PLATES GRIP
Vert(LL) -0.03
4-8 >999 240
MT20 244/190
Vert(TL) -0.07
4-8 >999 180
Horz(TL). 0.00
4 n/a n/a
Weight: 26 lb FT = 0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 tic puriins, except
end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
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=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center. ,`1t,1� �11I���
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �% S A.
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 ,���,......
A�e
fit between the bottom chord and any other members. O�P
`� ,• •� G E !S+ •• q�1�i�
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jbint(s) 4 except Qt=lb) ,� ,` ; ' V _ •.��, .`
0 39380
S � Fir Z
• ; 4U
ATE..
,O N A, " %�
1=114.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
FL Cert. 6634
June 19,2014
®WARNIMN.rifydesign paramemn sadRM fM7ESON7?ASdNDlHaUDED MITEKREFEREME PAGE Mll-1413 rew 11t9120I WOMWE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.
�'
Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the
MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information vai able from Truss Plate Institute, 78114. Lee Street, Suite 312, Alexandria, VA 2314
It SouthernPine�SPlumbertsspecI ied,thedesig values are thoseeffective06I01JI013byALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375432
27052 • •
-EJ1C
Jack -Open
1
1
Job a ere ce o to al
East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITek Industries, Inc. Thu Jun 19 13:13:46 2014 Page 1
ID:p?QmlfchP88mXvBBT2NUhcz4kwS-kHR7NBCgkBtOpVOT9sPfPi1 E3u1kp6pLwlDllxz4jcp
1-8.0
1-8-0
Scale = 1:6.5
o S
b
1-7.10
1- o
1-7-10
0- 6
Plate Offsets (X Y)-- 11:0-7-0,0-0-81 11:0-1-4 Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.09
Vert(LL) -0.00
4 >999 240
MT20 244/190
TCDL . 17.0
Lumber Increase 1.25
BC 0.10
Vert(TL) -0.00
4 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00,
2 n/a n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 5 to FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-8-0 oc purlins.
BOT CHORD 2x4 SP No.3
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 id
REACTIONS. (lb/size) 1=220/0-7-10, 3=-46/Mechanical, 2=-17/Mechanical
Max Horz 1=21(LC 4)
Max Uplift 1=-178(LC 4), 3=-46(LC 1), 2=-19(LC 3)
Max Grav 1=220(LC 1), 3=27(LC 4), 2=17(LC 4)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=1.32mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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. �� S A,
5) Refer to girder(s) for truss to truss connections. ,�� OP'.......44 I�
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) 3, 2 except Qt=1b) ���o C E ••.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was'used in the analysis and design of this truss. �
K 39380,�-
:fir
��0ATE ,�;�
'4�,ss %,
1/1111{{
FL Cert. 6634
June 19,2014
® WR!{NLhCi • Ver+fy �ra.sign pan, Drapers and READ A07F-S W RUS AM IM,VDED MtTFKRFEERF.FCt FAeEMi!-i4T3 rea 1/29/20140MON LASE
Design valid for use any with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �•
Applicability of design parametersand proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity, of the iTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safeh Information 4voi able f om jruss Plate In tifute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610 4115
ii5outlternpirTetSP (umber Is ecr#e ,the designvaluesarethosscifecthre46j01%1013tay'ALSC
Job
Truss
Truss Type
Qly
Ply
Gingras Residence
T6376433
27052 . .
-EJ2
Jack -Open
1
1
Job efere ce o lional
east coast I russ, ton Pierce, FL. 34946
1-11-2
1-11-2
7,520 s Apr 22 2014 MIIeK Inaustnes, Inc. I nu Jun 1u 14;1:i:41 2U14 Pagel
I D:p7Qm IfchP88mXvB BT2NUhcz4kwS-CT7WaXD IUU7tRfbflZwuyvZPkHN6YZ3V8PzslNz4jco
Scale =1:6.9
i
1.8-0
1-11-2
1-8-0
Plate Offsets (X,Y)-- 11:0-7-0 0-0-81 11:0-1-4 Edoel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL. 20.0
Plates Increase 1.25
TC 0.09
Vert(LL) -0.00
4 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.09
Vert(TL) -0.00
4 >999 180
BCLL 0.0
Rep Stress Incr YES
WS 0.00
Horz(TL) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 6 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-11-2 oc purlins.
BOT CHORD 2x4 SP No.3
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 e
REACTIONS. (lb/size) 1=203/0-8-0, 3=-24/Mechanical, 2=3/Mechanical
Max Horz 1=24(LC 4)
Max Upliftl=-165(LC 4), 3=-25(LC 13), 2=-B(LC 5)
Max Grav 1=203(LC 1), 3=7(LC 5), 2=13(LC 6)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
NOTES-'
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=4511; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 I 1111'r
fit between the bottom chord and any other members. ��� P,CJ A• q ���
5) Refer to girder(s) for truss to truss connections. �� •... • •
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2 except Qt=lb)........
G E N S+'• eie
• ' V.. y '.
3938 ,_
Po OTE ��
�l,,S,O N Ak- ,`,
rM 111111
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
FL Cert. 6634
June 19,2014
I WARh1T7;•i •V xdfydes 4. p..—f n and READ AV7rSGN7V,1 AM ]AVI UDED M1TEK1ZEFEREhMFAGEM17.247.3 m. 1/29/29148C.1offil E
Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for an individual building component.•
Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �Te�•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M
fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inlorma Ion 9vapable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115
It Southern ine(SP`}lumberisspecified, the d-esiatvalues are thost_eifectiv�O6f01/2013byALC
Job
Truss
Truss Type
Qly
Ply
Gingras Residence
T6375434
27052 '
•EJ2C
Jack -Open
1
1
Job Reference o tional
East coast I russ, FOR Nierce, FL. 34s46
fazu s Apr ce zuig mi 1 eK mausmas, inc. i nu uun 1L 13:i4;qt zulq rage d
ID: p?Qm IfchP88mXvBBT2NUhcz4kwS-CT?WaXD IUU?tRfbflZwuyvZPVHMFYZ3V8Pzsl Nz4jco
2-1-7�
2-1-7
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(loc)
I/deft
L/d
TCLL 20.0
Plates Increase
1.25
TC 0,10
Vert(LL)
-0.00
4
>999
240
TCDL 17.0
Lumber Increase
1.25
BC 0.15
Vert(TL)
-0.01
4
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2010ITP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=239/0-8-0, 2=8/Mechanical, 3=-54/Mechanical
Max Horz 1=25(LC 4)
Max Upliftl=-58(LC 4), 2=-11(LC 4), 3=-54(LC 1)
Max Grav 1=239(LC 1), 2=9(LC 13), 3=15(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown,
Scale =1:7.1
PLATES GRIP
MT20 244/190
Weight: 7 lb FT = 0%
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc puriins.
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
Installationguide.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60 -
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 ,,111 1111�/��,
fit between the bottom chord and any other members. �� PCj A, qt pol
5) Refer to girder(s) for truss to truss connections. ��,.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2, 3. �� �0 ,• G E N S+ �• �� ♦♦♦
7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. `��,� V ,_...-.<��•�•, -lam, j
•• ATE
Al
WANIPM Veni7y r7esi.,yn pnnmetmrs y fRF.ADA07E9GNTri7S VR1 fhY7.ilIJFfI MITEKRF.'FERf1M'f'R6E Ali7•Tg7.3 n=.a 1129/201403''GMM..
Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
S fety Informs Ion 44vagqable from jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
i?5o nmla;i7le{SFylumberisspecified,thedestghvatuesarethlsse.etfectiveCtS of%zwbyALSC
FL Cert. 6634 7
June 19,2014
—p.
MiTe®k'
6904 Parke East Blvd.
Tampa, FL 33610.4115
Jab
Truss
Truss Type
Qty
Ply
Gingras Residence
T6376435
�Job•Rsference
27059 s
-EJ3
Jack -Open
1
1
(optional)
East Coast Truss, Fort Pierce, FL. 34946
2-8-0
7.520 s Apr 22 2014 MITek Industries, Inc. Thu Jun 19 13:13:48 2014 Page 1
I D:p?QmlfchP88mXvBBT2NUhcz4kwS-hfYuosExFo7k3o9rHGR7U76Zphhm HOJeN3iPgpz4jcn
Scale =1:7.8
Plate Offsets (X,Y)-- f1:0-7-0 0-0-81, f1:0-14Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.13
Vert(LL) -0.00
4 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase. 1.25
BC 0.13
Vert(TL) -0.01
4 >999 180
BCLL 0.0
Rep Stress incr YES
WB 0.00
Horz(TL) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 8 lb FT = 0%
LUMBER-
EIRACING-
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-8-0 oc purlins.
BOT CHORD 2x4 SP No.3
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
Iligigilijign gulde,
REACTIONS. (lb/size) 1=229/0-8-0, 2=34/Mechanical, 3=-18/Mechanical
Max Horz 1=32(LC 4)
Max Uplift I =-56(LC 4), 2=-20(LC 4), 3=-18(LC 1)
Max Grav 1=229(LC 1), 2=34(LC 13), 3=9(LC 4)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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. *.� �... • • • �dj �j
0
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 2, 3. `♦♦�,•'� G E•N S'• '9 �r�
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦� ,� V F��•,.i40
w
*: N-6 39380
T E --^ 44/ s
s /O N Atill ` E ;��
FL Cert. 6634
June 19,2014
®WARNIM READ M715SON'RUSANJ fhY].ttDEO M!R?CREfFRF.MS A4GEMI!•T47;7 ie.R If29JT(/idL+FJC)AEWE
Design valid for use only with M11ek connectors. This design Is based only upon parameters shown, and 1s for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the tVI iTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
S fety I formation gva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, A 2314 Tampa, FL 33610.4115
1 Sout�lernfxtne45P1tumberrsspeciiied>thedesignvaluesarethoseeffectaiiea /01f1U13byAILSC
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375436
27052. .
-EJ3C
Jack -Open
1
1
Job Reference o ions
tasl coast -truss, Fort Pierce, FL, 44946
3.1.12
3.1.12
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plates Increase
1.25
TC 0.17
TCDL
17.0
Lumber Increase
1.25
BC 0.13
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC2010/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=240/0-8-0, 2=52/Mechanical, 3=-3/Mechanical
Max Horz 1=38(LC 4)
Max Uplift 1=-59(LC 4), 2=-28(LC 4), 3=-3(LC 1)
Max Grav 1=240(LC 1), 2=52(LC 1), 3=17(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
/,oZU a Apr 22 ZU14 MI ex mausmes, mc. i nu Jun W Id:IJ:4o ZU14 raga 1
ID:p7Qm IfchP88mXvBBT2N Uhcz4kwS-hfYuosExFo7k3o9rHGR7U76ZGhirHOJeN3iPgpz4jcn
Scale = 1:8.4
N
a5
d
DEFL. in (too) I/defl Ud PLATES GRIP
Vert(L-) -0.00 4 >999 240 MT20 244/190
Vert(TL) -0.01 4 >999 180
Horz(TL) -0.00 2 n/a n/a
Weight: 10 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-1-12 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
Installatione
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
31 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 fore 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 ,,,,11
fit between the bottom chord and any other. members. `�% Prj A.
5) Refer to girder(s) for truss to truss connections. �� • • • • .., �e �j�
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. �� �� G E N S '• '9 ��
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :��A�
39380 •'- -�
LATE :•lU
M
OR
,���ss�4
®WARNM-Vehflrtesigap ra—mrv,4a RFAb A07ESONVIFYAM JAMUDED MITFKREEERENCEPACENZI-T473—.Ij7.9120I+rUE3'ON ME
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbilllty of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Sale Informs on Ova able from Truss Pla a Institute, 781 N. Lee Street, Suite 312, Alexandra, Vq 2314.
ifsouthern maiS 1.berisspecified,thedeftovaluesartdthoseef#ertive06��01f2013byRL3C
FL Cert. 6634
June 19,2014
Mffek'
6004 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
City
Ply
Gingras Residence
•
T6375437
2705$ •
-EJ4C
Jack -Open
1
1
Jo b Re a ence o do al
East Coast Truss, Fort Pierce, FL. 34946
2-8-5
7.520 S Apr 22 2014 MITeK industries, Inc. Thu Jun 19 13:13:49 Z014 Page 1
ID:p?QmlfchP88mXvBBT2NUhcz4kwS-9r6G?CFZ06Fbgyk2q_zM1KekX5100TYocjSzMGz4jcm
Scale =1:7.8
1.0.0
1-4.0
2-8-5
1.0.0
0.40
1-4-5
Plate Offsets (X,Y)— f1:0-7-0 0-0-81 fl:0-1-4 Edoel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.13
Vert(LL) -0.00
4 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.13
Vert(TL) -0.01
4 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00
2 n/a ' n/a
BCDL 10.0
Code FBC201 0/TP 12007
(Matrix-M)
Weight: 8 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD. 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-8-5 oc purlins.
BOT CHORD 2x4 SP No.3
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
Ingtallatigo ggide.
REACTIONS. (lb/size) 1=22910-8-0, 2=35/Mechanical, 3=-17/Mechanical
Max Horz 1=33(LC 4)
Max Upliftl=-56(LC 4), 2=21(1_C 4), 3=17(LC 1)
.
Max Grav 1=229(LC 1), 2=35(LC 13), 3=9(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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.
`*%
• �e �j
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 2, 3.
"Semi
• •.
,�� �0•. G E N
• V ���•,
7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
:� ,t; ;
+
+
,. •
O AT E
e%fit N A`
��•.
FL Cert. 6634
June 19,2014
,&WARN7M9• Verifydes ji,rr rmrs Bad READ M77r9Gf1T1IT5AND INCUIDED KrTEKREFEREMFPAGEMII-MJ3 m. I/i.4J201dDEFOMWE
Design valid for use only with MTek connectors. This design Is based only upon parameters shown; and is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the
MiTek
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
safety Informs lon vo' able from jruss Plate In titute, 781 IJ. Lee SfreeL S01te 312, Alexandria, VA 2314.
IfSouthern�rte7fip:lumberisspLcifier�, the design values are those efiettive46 0112018byAtSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375438
27052. •
-EJ5
Jack -Open
2
1
Job Reference (optional)
East Coast -rruss, Fort Pierce, FL. 34945
5-0.0
5-0-0
d
7.5'Lu a Apr zz "1u14 MI I eK inauslnes, inc. i nu jun 1e 16:1,:4a Lu14 rage 1
ID:p7QmlfchPBBmXvBBT2NUhcz4kwS-9r6G7CFZ06Fbgyk2q_zM1KegC5OmOTYocjSzMGz4jcm
Scale=1:10.7
LOADING (psf)
TCLL 20.0
TCDL 17.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC2010/TP12007
CSI.
TC 0.41
BC 0.21
WB 0.00
(Matrix-M)
DEFL. in
Vert(LL) -0.01
Vert(TL) -0.01
Horz(TL) 0.00
(loc) I/defl Ud
3-7 >999 240
3-7 >999 180
2 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 15 Ito FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
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
REACTIONS. (lb/size) 1=323/0-8-0, 2=113/Mechanical, 3=28/Mechanical
Max Horz 1=61(LC 4)
Max Uplift 1 =-80(LC 4), 2=-54(LC 4)
Max Grav 1=323(LC 1), 2=113(LC 1), 3=58(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown,
NOTES-
1) Wind: ASCE 7-10; Vult=.170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3,Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 %** 1rrrr1 ,
fit between the bottom chord and any other members. `�� PCj A, q
5) Refer to girder(s) for truss to truss connections.• • �e �i
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. ,�� � ,•'� G E N S • •• '9 ��i
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �% ,r;
0 39380 --
ATE :emu/.
'.
0 N AL E�C� %.
rrnn�n���
FL Cent. 6634
June 19,2014
®WARNIAG. edfrdesign Parametersand READ h07ESGN7Rr5AND1haUDED MINKREFERE&M PAGE N11-7473ma I/29/201daffaffLE
Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the
WOW
Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component
fabrication,
6904 Parke East Blvd.
Safety Information va able from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 2314.
IfSvuthernP"ine�SP�lumherisspecified,thedesignvaluesarethoseeffective0b 01/2013byAtSC
'Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6376439
27052• y
-EJSC
Jack -Open �
1
1
,
Job eference o do al
East (;cast Truss, Fort Pierce, FL. 34946
3-8-11
7,520 s Apr 22 2014 MiTek Industries, Inc. Thu Jun 19 13:13:60 2014 Page 1
ID: p7Qm IfchP88mXvBBT2N Uhcz4kwS-d2geDYFBnPNS16JEOhUbaYBulVN5lwoxrNB Wuiz4jcl
Scale = 1:9.1
Plate Offsets (X.Y)-- rl:0-7-0,0-0-81. 11:0-1-4 Edoel
LOADING (psf)
SPACING-
2-0-0
CS].
DEFL, in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.22
Vert(LL) 0.00
3-7 >999 240
MT20 244/190
TCDL 17,0
Lumber Increase
1,25
BC 0.14
Vert(TL) -0.00
4 >999 180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 11 ib FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-8-11 oc purlins.
BOT CHORD 2x4 SP No.3
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
REACTIONS. (lb/size) 1=262/0-B-0, 2=72/Mechanical, 3=9/Mechanical
Max Harz 1=45(LC 4)
Max Uplift 1=-213(LC 4), 2=-34(LC 4), 3=-41(LC 8)
Max Grav 1=262(LC 1), 2=73(LC 13), 3=32(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; 13=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
311 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 ,`SSI I I I I ►f/,��
fit between the bottom chord and any other members. �� Cj A,
5) Refer to girder(s) for truss to truss connections. ��� �P.... • 'q f e �j
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) �� �, E N S •• '9 �i�
O 39380 ---�
e�,;�sT�
i
A1111111
7) "Semi -rigid pitch breaks Including heels" Member end fixity model was used in the analysis and design of this truss.
FL Cert. 6634
June 19,2014
®WARNEN3•Verify desktop.m—ters and READ AWES GN7NIS AND Mrlb Eb MITEKREEEREh PAGE Mrl•7473 m a I/n/20fdaffof mE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
i��■
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
MiTek•
erector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
,
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 314
If Southern Pin e7SPrlurnlrertss7recified,thede5trgnvatuesarethosEefiective46 SjtO13byA1JC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375440
27052 •
-EJ6C
Jack -Open
1
1
Jo b e e e ce o do a
East CoaSt Truss, Fort Pierce, FL. 34946
4-9-0
7.520 s Apr 22 2014 MiTek Industries, Inc. Thu Jun 19 13:13:50 2014 Page 1
ID:p7QmlfchP88mXvB BT2NUhcz4kwS-d2geDYFBnPNS16JEOhUbaYBsdVMpiwoxrNBWuiz4jcl
I 1-0.0 1-4.0 4-9.0 1
1-0.0 0-40 3-5-0
Plate Offsets (X Y)— 11:0-7-0 0-0-81.11:0-1-4 Edeel
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plates Increase
1,25
TC 0.37
TCDL
17.0
Lumber Increase
1.25
BC 0.22
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC2010/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=311/0-8-0, 2=106/Mechanical, 3=25/Mechanical
Max Horz 1=58(LC 4)
Max Uplift 1 =-252(LC 4), 2=-51(LC 4), 3=-64(LC 8)
Max Grav 1=311(LC 1), 2=106(LC 1), 3=53(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale=1:10.4
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.01 3-7 >999 240 MT20 244/190
Vert(TL) -0.01 3-7 >999 180
Horz(TL) -0.00 2 n/a n/a
Weight: 14 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-9-0 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.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 willI I <<firl.,
fit between the bottom chord and any other members. `�� PcJ A• ,q ���
5) Refer to girder(s) for truss to truss connections. �� •,. • • • �e �j
.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) ,���0 ,•'� G != N S+'• '9A �i�
1=252. `� �' •••,�y i
0 39380
Mir -
ATE •
/0 N A- E�C� �.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
FL Cert. 6634
June 19,2014
®WARNIMi -Verify design p...mewn aid RFAD A07ES W THIS AND IMIUDED MITFXREFERF&1W PAGE NII.7473 ra a 1/Z9120.rdDff(=WF-
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer, Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the
NtiTek• '
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
S lety Information vai able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314
1�Sauthern tne7Sp�lumber lsspecifled, the design values artsthoseef#ectivae' 101/1413byAtSC
Tampa, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375441
27052 •
-EJ7
Jack -Open
14
1 -
Job Reference (optional)
East Coast Truss, Fort Pierce, FL. 34946
7-D-0
/.ozu s Apr LL Lu14 MI I eK Inausuies, ma. 1 nu Jun la to; IJ:ou Gu Iq rdqu I
ID:p?QmlfchP88mXvBBT2NUhcz4kwS-d2geDYFBnPNS16JEOhUbaYB) VlylwoxrNBWuiz4jcl
LOADING (psfj
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.92
Vert(LL) -0.04
3-7 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.47
Vert(TL) -0.10
3-7 >855 18.0
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL) 0.01
2 n/a n/a
BCDL 10.0
Code FBC20101TPI2007
(Matrix-M)
Weight: 21. lb FT = O%
LUMBER-
BRACING-
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide,
REACTIONS. (lb/size) 1=429/0-8-0, 2=173/Mechanical, 3=49/Mechanical
Max Horz 1=86(LC 4)
Max Uplift 1=-107(LC 4). 2=-81(LC 4)
Max Grav 1=429(LC 1), 2=173(LC 1), 3=93(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-284/123
BOT CHORD 1-7=-143/333
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; 13=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;'end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,��-n P,CJ A• ,q ��j�
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 ,�� �`Y` •,.. �e
fit between the bottom chord and any other members. `e .•'� ii E N S ' • q�l�i�
5) Refer to girder(s) for truss to truss connections. �� ; • f_-_.,..F••'. [��,—!.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) r 39
1=107.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
ATE : 441
e
.00
0
o A,
O R 1 O P N,``��
&/0 N A�
FL Cert. 6634
June 19,2014
® WARMAKI -Verify design pammelva..d RrAD AMESGAr MISAN0 INaUDED MITWEEFERENM RAGE MII-7473 yea If29J201daEFOtIEUSE
Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
�•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
■�Yi
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the
WOWerector.
Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
.
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informa Ion va able from Truss Plate Institute. 781 14 Lee Street. Suite 312. Alexandria, VA 2314
IfSauthem ine�SP�lumlTerissp0cified,thedesignvaluesarethvseQtfective05 01/1013byAL5C
.Tampa, FL 33610.4115
Job
Truss
Truss Type
city
Ply
Gingras Residence
T6375442
27052a�
-EJ7C
Jack -Open
1
1
Jo b e e ence o do al
Casl Looasl i russ, port coerce, k-L. J4V46
5-0-6
I Ozu s Apr zz zul4 MI I ex,nuuslr us, Inc. I u Jun ,9 wA w:OI ,u 14 rage I
ID:p?QmlfchP88mXvB BT2NUhcz4kwS-5EEOQuGpYjVJwGuQyP?g6lk_EvgNUN2431 x3R8z4jck
Scale = 1:12.4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.57
Vert(LL) 0.04
3-7 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.33
Vert(TL) -0.04
3-7 >999 180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL) -0.01
2 n/a n/a
BCDL 10.0
Code FBC2010frPI2007
(Matrix-M)
Weight: 18 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 5-9-6 oc purlins.
BOT CHORD 2x4 SP No.3
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
REACTIONS. (lb/size) 1=364/0-8-0, 2=137/Mechanical, 3=37/Mechanical
Max Horz 1=71(LC 4)
Max Uplift 1 =-296(LC 4), 2=-67(LC 4), 3=-86(LC 4)
Max Grav 1=364(LC 1), 2=137(LC 1), 3=72(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right
exposed; Lumber DOL=1,60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 ,,�r,l 11 JI,r1j#
fit between the bottom chord and any other members. �% P`S A.
5) Refer to girder(s) for truss to truss connections. % • • ......
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Gt=lb) �� G E ' • �7,9 ice,
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. + �'3938
F �•
:'. - ATE �
••� e
•.•
s `O N A` '�
FL Cert. 6634
June 19,2014
®WARMlKi-Veri7p design parnmebors ,nnd READ MITES GN 7TRS AND lNQUDED MITFKRff ERENCE PAGE. MIf•M73 m.r. I/19/7.0I18EFORENSE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
■
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the
MOWerector.
Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
tobdcation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
69D4 Parke East Blvd.
Safety Informattion vai able from jruss Plate Institute, 781 N, Lee Street, Suite 312, Alexandria, VA 2314.
if,Southern R'ine�,Sp lumber lsspecified,thede5ignvaluesarethose EifectisTe05 01/2013byALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375443
270520 t
-EJ8C
Jack -Open
1
1
Job Reference (options[
East Coast Truss, Fort Pierce, FL. 34946
6-0-11
d
N
7.520 s Apr 22 2014 MiTek Industries, Inc. Thu Jun 19 13:13:51 2014 Page 1
I D:p7QmlfchPBBmXvBBT2N Uhcz4kwS-5EEOQuGpYjVJwGuQyP7g61kvjveTUN2431 x3R8z4jck
Scale=1:14.0
1-ao 1•a-o
6-s•1
__
1-ao 0.4-0
Mill
Plate Offsets (X Y)-- I1:0-7-0 0-0-81 11:0-1-4 Edoel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.86
Vert(LL) 0.09
3-7 >881 240
MT20 244/190
TCDL 17.0
Lumber Increase . 1.25
BC 0.45
Vert(TL) -0.08
3-7 >958 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.01
2 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 21 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 4-6-8 oc,purlins.
BOT CHORD 2x4 SP No.3
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
REACTIONS. (lb/size) 1=419/0-8-0, 2=168/Mechanical, 3=47/Mechanical
Max Horz 1=84(LC 4)
Max Uplift 1=-341 (LC 4), 2=-82(LC 4), 3=-107(LC 4)
Max Grav 1=419(LC 1), 2=168(LC 1), 3=90(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-247/258
BOT CHORD 1-7=-291/290
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
�ry11 1I /I�Ij*
m 3) This truss has been designed for a 10.0 psf botto.chord live load nonconcurrent with any other live loads.PS
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
A. q
• • �e �j
fit between the bottom chord and any other members.
,�� �`V` •..
,� .• `� G E N,9 ••
5) Refer to girder(s) for truss to truss connections.
100 lb 2 1=341
♦ ,` •• V��+,��!
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) except Qt=lb)
0 39380- �-
3=107.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
'.: ATE .
441
O.�s,c� 0 R , O P Q�,\_,�.
�.%
FL Cert. 6634
June 19,2014
,&wARNmr,-Verify design rarsnreten unJ AFi10 AO7£SCOM16AND IACIMED MITWR£fEREACE PAGEMfI.7473 rea I12912015NfFaULM
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
■■��YY
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the
MiTek
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabdcation, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information va' able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA y2314.
ItSauthemPine7SP lumberisspecified,thedesignvaluesarethoseeffective45f 112.013byALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type .
City
Ply
Gingras Residence
T6375444
27052• 3•EJ9C
Roof Special
1
1
Job Reference (optional
tast Coast i ruse, ron werce, t-L. 3494b r.ozu s Apr zz zu14 mi i eK mausmes, inc. i nu dun is w:is:oz zuiv rage i
ID: p?Qm ifchP86mXVB BT2NUhcz4kW S-ZQoOdEHRJ 1 dAXQTdW6W3fzGAkll eDosElhgdzaz4jcj
7-9-4 7- -1
7-9-4 0• 13
Scale=1:15.7
1•a07-10-1
1-a0 0.4.0
6-2-7
b-3-10
Plate Offsets (X Y)--
0:0-7-0 0-0-81 11:0-1-4 Edgel 15.0-2-8 0-0-81
LOADING(psf)
SPACING. 2-0.0
CSI.
DEFL.
In
floc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.46
Vert(LL)
0.06
5-9
>999
240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.26
Vert(TL)
-0.06
5-9
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.16
Horz(TL)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2010rrP12007
(Matrix-M)
Weight: 26 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installatione
REACTIONS. All bearings Mechanical except (jt=length) 1=0-8-0, 5=0-4-2.
(lb) - Max Horz 1=96(LC 4)
Max Uplift All uplift 100lb or less atjoirl except 1=-308(LC 4), 3=-551(LC 1), 4=-312(LC 3), 5=-941(LC 4)
Max Grav All reactions 250 lb or less atjoint(s) except 1=388(LC 1), 3=277(LC 4), 4=385(LC 4), 5=1061(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-818/406
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
This truss has beendesignedpsf bottom chord l
li
4) the bottom chord in all areas wherelive
This t uss has been dee signed forr a load of 20.Opsf on arectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
��% S
• • • • �e �i
5) Refer to girder(s) for truss to truss connections.
551. Ib 3,
♦�%% O \O� , •
(, E N S •. q ���
F �•,�✓
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift atjoint 1, uplift at joint
312 lb uplift at joint 4 and 941 lb uplift at joint 5.
`♦♦� ,•'•�.� _
f 938
7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
` Qom!
Xx
.• E—:
...
AT
d •
4
Q • q1
ss�ONA1-E;�C�%.
fill is
FL Cert. 6634 ::1
June 19,2014
A WARNIM •Verify design Pammew. and READ PATES UK 7111SAM 1MIUDE0MITEKREEERE,4CF PAGE 0111.2423 ms. I1t91201dB1 DUME-
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.
Nil'
�
Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria,.DSB-B9 and BCSI Building Component
6904 Parke East Blvd.
Safety Inlormatlgn vat able from Jruss Plate Institute, 781 N. Lee Street, Sulie 312, Alexandria. VA 2314.
1f5authelnPtne7SP�lumberissgecified,thedesianvaluesarethaseeffective46 01/2013byAISC
Tampa, FL 33610-4115
Job '
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375445
2705Z 1
FG01
FLOOR GIRDER
1
3
Job Reference (optional)
easi wasi i russ, ron coerce, rL. sae40
1-10-2� 118-6�
1x4 II 3x8 = 1x4 II
13x8 = 24 2 25 3 26 4
r.ozu s Apr zz zu is mu en mausmes, Inc. i nu uun ro ia: ie:oo cu w rays i
ID: p7Qm IfchP88mXvB BT2NUhcz4kwS-1 dMnral34K119a2p3g1 IBApDM iEy7tNXLQAVI z4jci
1-10-2�
Scale = 1:35.2
3x8 = 1x4 II 5x14 M18SHS =
27 5 28 6 29 7 30
1x4 II 3x8 = 1x4 II 3x8 =
8 31 9 32 10 33 11
23 22 21 20 19 18 17 16 15 14 13 12
44 II 4x10 = 2x4 I I 3x8 = 6x8 M18SHS = 3x8 = 2x4 I I 3x8 = 2x4 I I 4x10 = 4x4 II
2x4 II
8-4-144 1.4-112 4-14 I
47
11
84
18-14--12511.
22459.8-8
1---14 1.14
11-1-11-11-1
-2-5-6 4
141=3
1-14
4
Plate Offsets (X Y)-- (7.0-5-12 0-3-01 f18:0-3-10 0-0-01
LOADING (psf)
SPACING- 1-4-0
CSI.
DEFL. in
(loc) I/defl
L/d
PLATES
GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.88
Vert(LL) -0.58
17 >424
360
MT20
244/190
TCDL 10.0
Lumber Increase 1.00
BC 0.90
Vert(TL) -0.90
17 >272
240
M18SHS
244/190
BCLL 0.0
Rep Stress [nor NO
WB 0.68
Horz(TL) 0.09
12 n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 351 lb
FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 'Except*
TOP CHORD
Structural wood sheathing directly applied or 2-2-10
oc purlins, except
7-11: 2x4 SP No.2
end verticals.
BOT CHORD 2x6 SP SS
BOT CHORD
Rigid ceiling directly applied
or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
1-23,11-12: 2x6 SP No.2, 1-22,11-13: 2x4 SP
No.2
REACTIONS. (lb/size) 23=3852/Mechanical, 12=3852/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-23=-3266/0, 11-12=-3222/0, 1-24=-7441/0, 2-24=-7441/0, 2-25=-7441/0,
3-25=-7441/0, 3-26=-17125/0, 4-26=-17125/0, 4-27=-17125/0, 5-27=-17125/0,
5-28=-20705/0, 6-28=-20705/0, 6-29=-20705/0, 7-29=2070510, 7-30=17050/0,
8-30=-17050/0, 8-31=-17050/0, 9-31=-17050/0, 9-32=-7359/0, 10.32=-7359/0,
10-33=-7359/0,11-33=-7359/0
BOT CHORD 22-23=0/773, 21-22=0/13782, 20-21=0/13782, 19-20=0/20676, 18-19=0/20676,
17-18=0/20676, 16-17=0/20766, 15-16=0/21020, 14-15=0/13820, 13-14=0/13820,
12-13=01767
WEBS 2-22=-529/0, 3-21=0/566, 4-20=-595/0, 5-19=0/693, 6-17=-674/0, 7-16=0/684,
320=0/3712,
5/0
5-20=3942/097-15= 4283/0, 9 153585, 9?13= 76173 0?11-130/7181
AID
NOTES-
1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
�� ��•' G E N
;�A�.••�,�
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-4-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
; • ••
: 3
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
*
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pIC -
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) All plates are MT20 plates unless otherwise indicated.b
E �U
4) Plates checked for a plus or minus 0 degree rotation about its center.
:•
I HT
Q 4 1
5) Refer to girder(s) for truss to truss connections,
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
i� T • T Q` ��
••. 0 R \ �.•� \
........be
7) 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
attached to s at their outer ends or restrained by other means.
8) Hanger(s) or other iconnection device(s) shall be provided sufficient to support concentrated load(s) 285 lb down at 2-0-0, 285 lb down
at 18-9-8, 365 lb down at 4-0-0, 365 lb down at 16-9-8, 429 lb down at 6-0-0, 429 lb down at 8-0-0, 429 ib down at 14-9-8, 429 lb
down at 12-9-8, and 429 lb down at 10-0-0, and 429 lb down at 10-9-8 on top chord. The design/selection of such connection
device(s) is the responsibility of others.
FL Cert. 6634
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
June 19,2014
6&I#A,g W(UeSpandard
®l1'ARNIAG -Verify design paramemn ,cnd I1Ei1D tA7ESGN 7T$SAND I=UDED MITEKREEEREACE PAGE MII-7473.. I119/20I4aFFOREIAE
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer -Bracing shown ■
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information Qvai�able from Truss Plate Institute, 781 N, Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115
lf5nuthemPinettSP lumberisspecdied,thedeAgnvalues are thoseeffectri2e0fi 1%2013byAtSC
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375445
27052 1
FG01
FLOOR GIRDER
1
q
3
Jo ee ce o t'o al
East Coast Truss, Fort Pierce, FL. 34946
7.520 s Apr 22 2014 MTek Industries, Inc. Thu Jun 19 13:13:53 2014 Page 2
ID: p7Qm IfchP88mXvB BT2NUhcz4kwS-1 dMnra134K119a2p3g1 IBApDMiEy7tNXLQAVI z4jci
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 12-23=-7, 1-11=-182(F=-115)
Concentrated Loads (lb)
Vert:24=-285(F) 25=-365(F) 26=-429(F) 27=-429(F) 28=-429(F) 29=-429(F) 30=-429(F) 31=-429(f) 32=-365(F) 33=-285(F)
®WARMIMi NedfT design parumaoen aaJ RFAD M17ESGT77NTSAND YaUDED MITEKREFEREMX PAGE M11-1473 — I12.9120I4MONEWE
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
■■So�•
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity, of the
N9iTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
IlSouthemPine{SP lum erisspeltilfieditUiede�s riirutiiesareth3os> eli#eiuve05/03/2013byATSC
Tampa, FL336104115
Job
Truss
Truss Type
City
Ply
Gingras Residence
T8375446
27051 1
FG02
Floor Girder
1
n
'o
L
Job Reference o al
r nsr was, , russ, rwx rim-, rL. soygo
0.3.8
1-10-0 i 1-3-0 i 1.4-12 0-9-12
3x4 = 1x4 II 3x4 =
2 3 4
22 21 23 20
10x10 = 46 = Special 10x10 =
r.acu s npr u cu w rvm nn muwwoa, mu. r royo ,
I D:p9QmlfchP88mXvBBT2NUhcz4kwS-Vpw92wlhrettnjd7dXYXkOMTm6eLhazXl_gk1 Tz4jch
P:L1_0i i 2-0-0 I��
3x4 = 1x4 II
5 6
19 18
3x4' = 3x4 =
1x4 II 3x4 =
3x4 =
7 8 9
P 10
17 16
3x4 = 3x4 =
1-101-10-0�� 0�
' Stelg 11:35.3
3x4 = 3x4 = 5x5 =
10 11 12
0
15 14 13
3x4 = 3x4 = 1x4 II
0.1-8
104-10 • 114-10
0- 2-1-8 4-7-8 7-1-8
9-4-10
9- 1-0-2 13-7-12 18-1-12 18.7-12
20-7-12 20 d
0- - 2-0-0 2,_0 2-8-0
2-3-2
—21
-0 0-7, 2-3-2
2-6-0 2-6.0
2-0-0 0- $
0.1-8
0-7-8 0-4-8
Plate Offsets (X Y)— rl2.0-2-4 0-2-121 i20:0-4-12 Edgel 122:Edae 0-2-81
LOADING (psf)
SPACING. 1-4-0
CSI.
DEFL, in
(loc) I/defl L/d
PLATES
GRIP
TCLL 40.0
Plates Increase . 1.00
TC 0.68
Vert(LL) -0.37
18 >668 360
MT20
244/190
TCDL 10.0
Lumber Increase 1.00
BC 0.63
Vert(TL) -0.58
18 >422 240
BCLL 0.0
Rep Stress Incr NO
WB 0.69
Horz(TL) 0.06
13 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 209 Ib
FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-9-5 oc purlins.
BOT CHORD 2x8 SP SS *Except*
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
13-20: 2x4 SP 2850F 1.8E
WEBS 2x4 SP No.3 *Except*
1-21: 2x4 SP No.2
REACTIONS. (lb/size) 22=2733/Mechanical, 13=1 121 /Mechanical
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-22=-2149/0, 12-13=-1060/0, 1-2=-4798/0, 2-3=-7950/0, 3-4=-7941/0, 4-5=-7923/0,
5-6=7108/0, 6-7=-7108/0, 7-8=-7108/0, 8-9=7108/0, 9-10=-5570/0, 10-11=-4013/0,
11-12=-1871/0
BOT CHORD 21-22=01315, 21-23=0/6614, 20-23=0/6475, 19-20=0/8038, 18-19=0/7642, 17-18=017108,
16-17=0/6396, 15-16=0/4898, 14-15=0/3055
WEBS 6-18=01514, 7-17=-701/0, 1-21=0/4912, 2-21=-214210, 2-20=0/1751, 4-19=-298/0,
5-19=0/574, 5-1 8=-1 120/0, 12-14=0/2018, 11-14=-154110, 11-15=0/1247, 10-15=1152/0,
10-16=0/876, 9-16=-1111/0, 9-17=0/1401
NOTES- ,0 S A,ti11111111/��,I
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: ,
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. ♦♦ P,
♦ �•.••..... e
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 oc, 2x4 - 1 row at 0-9-0 oc. �� O G E N • •• ��
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. ♦♦,`� V
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply: 938
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced floor live loads have been considered for this design.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Refer to girder(s) for truss to truss connections. : rp • t� ►
6) Provide metal plate or equivalent at bearing(s) 22 to support reaction shown. .
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %.• ATE
8) 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 0T •.• A,Q. •: ♦�
be attached to walls at their outer ends or restrained by other.means. i� . 4 Q Fj \ �,•' �� ♦♦♦
9) CAUTION, Do not erect truss backwards. ,* lss • .. • ....
♦♦
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2352 lb down at 3-4-6 on bottom ;///Q N M— ��♦
chord. The design/selection of such connection device(s) is the responsibility of others. �"i f 1111111"k
11) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD.CASE(S) Standard
FL Cert. 6634
June 19,2014
Continued'on a e 2
® WARNIMT Nedfgdesl0a pa eWn and READ AVVS OF/MISAND INaUDED MITEKREEERE&OF PAGE k13.7473 re•3/Z4/30Id8Et'GREtAE
®
Design valid for use only with Mffek connectors. This design is based only upon parameters shown. and is for an Individual building component.®�•
Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
■�Y■
is for lateral support of Individual web members only. Additional temporary bracing fdInsure stability during construction is the responsibillity, of the
MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
69D4 Parke East Blvd.
Safe Informa Ion va able from russ Plate Institute, 781 N. Lee Street,'Suite'312, Alwandda, VA 2314.
1fSouthern ine�SP lumberis�ecified,thedesignvaluesarethoseettectiveQ6 Q1J2013byALSC
Tama FL 33610-4115
p'
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375446
27052 ., -•
FG02
Floor Girder
1
2
b eference o lional
tasl Goasl I ruse, Fon Fierce, FL. 34945
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 13-22=-7, 1-12=-67
Concentrated Loads (lb)
Vert: 23=-2352(F)
7.520 S Apr ZZ Zu14 MI I eK Inaustnes, Inc. I nu Jun 19 13:13:54 2u14 Fage Z
ID: p7Qm IfchP88mXvBBT2NUhcz4kwS-Vpw92wlhrettnjd7dXYXkOMTm6eLhazXl_9k1 Tz4jch
®W,UtNING •Veritt des�n pnrnrreters Jnd READ fA7ES CN7tirSAND lt1F].VDED MITEKRf'EEREMf"hAGE NJJ-7473 ma J/29/201Q!!!f'0NEIJSE
Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Sale 1 Iormatlon gvagable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. Tama FL 33610-4115
IfSaut�lernPine SP lumberisspetiled,thedesignvaluesarethoseeffective05�01/2013byALSC p'
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375447
2705,.A. '1
FG03
Floor Girder
1
Job Reference (optional
East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Thu Jun 19 13:13:65 2014 Page 1
ID:p?Qm IfchP88mXvBBT2NUhcz4kwS-z?UXGGJKcy?kOtC BBF3m GbucdWzyQ1 Vg_evHavz4jcg
1-8-14 1-7-2 1-7-2 . 1.7-2 , 1-10.10 , 1-8-6 1-8-6 8.6 1-10-2
Scale = 1:36.3
Special
Special Special Special Special Special Special
Special Special Special Special Special Special Special Special Special Special Special
Special 1x4 II 3x4 = 1x4 I 5x10 = 2x4 II 5x10 = 1x4 II 3x4 = 1x4 II ' 3x8 =
13x8 = 2 3 4 Special 5 Special 6 25 - 7 26 8 27 9 28 10 29 11
3x4 11 3x10 M18SHS = 4x6 = 3x10 = 2x4 II 4x6 = 3x10 = 2x4 II 3x10 = 4x6 II 3x10 M18SHS = 3x4 II
Special
2- 2 4-2.11 6-1-5 7-11-14 9-10-8 1 1 4. 12-4-6 44-5 16.4-3 18-4-2 20.9.8
2.4.2 1.10-10 1-10-10 1.10-10 1-10-10 0• - 2 2-3-2 1-11-14 •1-11-14 1-11-14 2-5.8
LOADING (psf)
SPACING- 1-4-0
CSI.
TCLL 40.0
Plates Increase 1.00
TC 0.80
TCDL 10.0
Lumber Increase 1.00
BC 0.61
BCLL 0.0
Rep Stress Incr NO
WB 0.67
BCDL 5.0
Code FBC2010/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP SS 'Except'
21-22,13-14: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
1-23,11-12,6-17: 2x6 SP No.2
1-22,3-20,5-20,5-17,7-17,7-15,9-15,11-13: 2x4 SP No.2
REACTIONS. (Ib/size) 23=2310/Mechanical, 12=1232/Mechanical, 17=592110-6-0
Max Grav23=2502(LC 3), 12=1375(LC 4), 17=5921(LC 1)
DEFL. in (loc) I/deft L/d
Vert(LL) -0.09 20-21 >999 360
Vert(TL) -0.12 20-21 >955 240
Horz(TL) 0.01 17 n/a n/a
0
Id
PLATES
GRIP
MT20
244/190
M18SHS
244/190
Weight: 234 lb
FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-23=;-2462/0, 11-12=-1293/0, 1-2=-4699/0, 2-3=-4699/0, 34=4173/0, 4-5=-4173/0,
5-6=0/4677, 6-25=0/4677, 7-25=0/4677, 7-26=-2447/924, 8-26=-2447/924,
8-27=-2447/924, 9-27=-2447/924, 9-28=-2702/56, 10-28=-2702/56, 10-29=-2702/56,
11-29=-2702/56
BOT CHORD 22-23=0/345, 22-24=0/4699, 21-24=0/4699, 20-21=0/4699, 19-20=-1489/1029,
18-19=-1489/1029, 17-18=-1489/1029, 16-17=-2236/0, 15-16=-2328/0, 14-15=-56/2702,
13-14=-56/2702, 12-13=0/251
WEBS 6-17=-1326/0, 2-22=-489/0, 3-21=-226/614, 4-20=-839/0, 5-19=-555/0, 7-16=318/0,
,�11111111,��
5-17=4605/097-17—3832/0, 7-15=013242, 9-15—1153180 0, 11-13 190=0/4020,
13/2669
•�''•
,,���,
E N
NOTES-
.••\,\Ci SF. •''9j%—
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows; 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-5-0 oc.
,♦��`
• r,
N O 3 93
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-6-0 oc.
Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-O.oc.
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to plyr
ri:c
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced floor live loads have been considered for this design.
tG/
;�� .. '- ATE 44/
4) All plates are MT.20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
� ,�'.• iC`
ii, < p R 1 O P •' N ♦♦♦
�''
6) Refer to girder(s) for1russ to truss connections.
s and design of this truss.
7) "Semi tchbreaks end ixity model was used in the
rat
�j� lss • • • • •' �� �♦
'��I
-rigid
8) Recommend 12x6 t ongbacks,nonhedge, spaced Of 0-0 oc and fastened to each trusslw with 3-1 Old (0.131" X 3') nails. Strongbacks to
tO f l l E t��♦
be attached to walls at their outer ends or restrained by other means.
9) CAUTION, Do not erect truss backwards.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 285 lb down at 0-2-12, 285 lb
FL Cert. 6634
down at 18-9-8. 365 lb down at 164-6, 365 lb down at 4-0-0. 429 lb down at 6-0-0, 429 lb down at 8-0-0, 429 lb down at 10-0-0,
429 lb down at 10-9-8, and 429 lb down at 12-9-8, and 429 lb down at 14-9-8 on top chord, and 1759 lb down at 3-4-8 on bottom
June 19,2014
ContSriM9.0�%ggslgn/selection of such connection device(s) is the responsibility of others
A wARMN'•v,!dfy desr;7n Panmeaen and READ A07ES GN 7UTSAND 7MIUDED H27EKREFEREACE PAGE H71- 7473 reo. I/19/20Id8 OMWE
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the
WOWerector.
Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd. '
safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. -
IiSauihernPine�SRjlumherisspecified,thedesignvaluesarethdseeffettive06 01/2013byALSC
Tempe, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
,
T6375447
I
270513,. -4
FG03 '
Floor Girder
1
2
Job eefe C0 0 (tonal
East Coast Truss, Fort Pierce, FL. 34945
7.520 S Apr ZZ 2014 MITeK Inaustne5, Ina. 1 nu Jun 19 13:13155 ZU14 Page z
I D:p?Qm IichP88mXvBBT2NUhcz4kwS-z?UXGGJKcy?kOtC BBF3m GbucdWzyQ 1 Vg_evHavz4jcg
NOTES-
11) Special hanger(s) or other connection device(s) shall be provided starting at 0-6-12 from the left end to 20-6-12 sufficient to connect truss(es) to front face of top chord. The
designtselection of such special connection device(s) is the responsibility of others.
12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 12-23=-7, 1-11=-182(F=-115)
Concentrated Loads (Ib)
Vert: 1=-285(F) 6=-429(F) 3=365(F) 4=-429(F) 5=-429(F) 24=-1759(B) 25=-429(F) 26=-429(F) 27=-429(F) 28=-365(F) 29=-285(F)
®WARNIM9•Vndfrdesignparameoera and READ AV7ESGN 7RISAND INCLUDED MITEKREFEREME PAGE M11-1473 — 1129120IQaF7aULM
Design valid for use only with MITek connectors. This design 1s based only upon parameters shown, and is for an Individual building component.
�•
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
■
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the
MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke. East Blvd,
Safety Informat1ion vogqable from Truss Plate Institute, 78114, Lee Street, Suite 312, Alexandria, VA 2314.
1t5authemPine�SPftu.berisspecified,thedest.�nvaluesarcthoseeffective05 01/2013hyALSC
Tampa, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
'i
T6375448
27052 a- \
FG04
Floor Girder
1
2
'
Job Reference (optional)
East Coast Truss, Fart Pierce, FL. 34946
1-6-8 i 1-3-0
3x4 =
3x8 = 12 13
11 10
5x5 =
3x4 II
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 FBC201O/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
*Except*
1-11,5-6: 2x6
SP No.2
7.520 s Apr 22 2014 MITek Industries, Inc. Thu Jun 19 13:13:56 2014 Page 1
I D:p?Qm IfchP88mXvB BT2NUhcz4kwS-SC1 vTcKyNF7bO1 nOlyb?ppRpnwDl9S1 qD Ieg6Mz4jcf
1-5-0 1-5.0
3x4 =
14 15 3 16
REACTIONS.' (lb/size) 11=1764/Mechanical, 6=2356/Mechanical
9
3x4 =
8
3x4 =
, 1-6-8
Scale = 1:19.8
3x4 = 3x8 =
17 4 18 19 5
7
5x5 =
3x4 II
CSI.
DEFL, in
(loc) I/defl L/d
PLATES GRIP
TC 0.58
Vert(LL) -0.10
8-9 >999 360
MT20 244/190
BC 0.98
Vert(TL) -0.16
• 8-9 >833 240
WB 0.78
Horz(TL) 0.04
6 n/a n/a
(Matrix-M)
Weight: 114 lb FT = 0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-8-6 oc purlins, except
end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-11=-1681/0, 5-6=-2249/0, 1-12=-2482/0, 12-13=-2482/0, 2-13=-2482/0, 2-14=-4991/0,
14-15=-4991/0, 3-15=-4991/0, 3-16=5560/0, 16-17=5560/0, 4-17=-5560/0,
4-1 8=-3138/0,18-19=-3138/0, 5-19=-3138/0
BOT CHORD 9-10=014162, 8-9=0/5888, 7-8=0/5240, 6-7=0/297
WEBS 5-7=0/3296, 1-10=0/2660, 4-7=-2736/0, 2-10=-2187/0, 4-8=0/416, 2-9=0/1079,
3-8=-408/0, 3-9=-1114/0
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
if front back face in the LOAD CASE(S) section. Ply to
`,�>)111 �
ffI
2) All loads are considered equally applied to all plies, except noted as (F) or (B) ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
,�� S p1,
-A P q�e� �,�
3) Plates checked for a plus or minus 0 degree rotation about its center.
� �\v` ••.......
:•. • E N
�•.\C' S •••.'9 i
4) Refer to girder(s) for truss to truss connections.
,�
5 "Semi-ri id itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9� P� 9 Y Y 9
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
�
Z�be
"060-6)
attached to walls at their outer ends or restrained by other means.7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 203 Ib down at 1-3-4. 203 Ib downat
2-7-4. 203 Ib down at 3-11-4, 203 Ib down at 5-3-4, 514 Ib down at 6-7-4, 514 Ib down at 7-11-4, 514 Ib down at 9-3-4, and 514 lb'down
at 10-7-4, and 1 Ib up at 11-7-4 on top chord. The design/selection of such connection devices) is the responsibility of others."
' �/8)
Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
O•
�,a
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
)off O P ,: \_,�.
�� •' 0 F{
��� % • • • • • •' GG \ 1
Uniform LoadVert:6(11
,,�� BO N A{
-10,1-5=-100
1;
Concentrated Loads (lb)
Vert: 5=1(B) 12=203(F) 13=-203(F) 14=-203(F) 15=-203(F) 16=-514(F) 17=-514(F) 18=-514(F) 19=-514(F)
A^^
June 19,2014
®WARM1,14-Venfydesign paramea:rs and READ AMESONTNTSAM INaUDED NITEKREEEREKS PAGE 1411.7473 mr. lIZ912025t+F7'OMWE
Design valid for use only with Wek connectors. This design Is based only upon parameters shown, and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the
M iTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Salary Inlorma Ion gvapoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314
If5outflem ine15PFlumberissimtified, the designvalues are those et#ectivea6;1Q1/2,013hyALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375449
2705%. .I
FLOC
Floor
13
1
Job Reference (optional
casr was i msy, run ognvo
0-3-5
H I 1-3-0 i
5x5 = 3x3 = 3x3 = 3x3 =
1 2 3 4
ID: p?Qm IfchPBBmXVB BT2N Uhcz4kwS-wObHhxLa8ZFSeBMalf6EM0_?MJbOu_AzSy00eoz4jce
1-2-12 1 2-0-0 11
1x4 II 3x3 =
3x3 = 1x4 I I 3x6 FP =
5 6 7 8 9
3x3 = 3x3 = 3x3 = 5x5 =
10 11 12 13
I9
24 23 22 21 20 19 18 17 16 15 14
3x3 11 44 = 3x3 = 3x3 = 3x6 FP = 3x3 = 34 = 3x3 = 44 = 3x3 I I
3x3 =
10-4-10 11-6-2
-
p
0-3 1-6-0 2-0-0 2-6-0 2.5-12 0- -s i-0-0 1-0-00- -B 2-5-12
2-0-0 1-6-0 0-3
Plate Offsets (X Y)-- 11:0-2-0 Edoel 113.0-2-0 Edael
LOADING (psf)
SPACING- 1-4-0
CSI.
DEFL. in
(loc) I/defi Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.53
Vert(LL) -0.26
18-19 >923 360
MT20 244/190
TCDL 10.0
Lumber Increase 1.00
BC 0.89
Vert(TL) -0.41
18-19 >590 240
BCLL 0.0
Rep Stress Incr YES
WB 0.47
Horz(TL) -0.06
13 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 108 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puriins, except
BOT CHORD 2x4 SP No.2(flat)
end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=732/0-2-14, 13=732/0-2-14
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=764/0, 2-3=-761/0, 3-4=-1873/0, 4-5=-2603/0, 5-6=-2994/0, 6-7=-2994/0,
7-8=2994/0, 8-9=-2994/0, 9-10=2603/0, 10-1 1=1 873/0,11-12=-761/0, 12-13=-764/0
BOT CHORD 22-23=0/1402, 21-22=0/2328, 20-21=0/2861, 19-20=0/2861, 18-19=0/2994, 17-18=0/2861,
16-17=0/2328, 15-16=0/1402
WEBS 1-23=0/991, 3-23=-891/0, 3-22=0/656, 4-22=-632/0, 4-21=0/383, 5-21=-358/0,
5-19=-95/434, 13-15=0/991, 11-15=-891/0, 11-16=0/656, 10-16=-632/0, 10-17=0/383,
9-17=-358/0, 9-18=-95/434
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) The solid section of the plate is required to be placed over the splice line at joint(s) 20.
3) Plate(s) at joint(s) 24, 14, 8, 2, 12, 19, 6, 18, 7, 23, 1, 3, 22, 4, 21, 5, 15, 13, 11, 16, 10, 17 and 9 checked for a plus or minus 0 degree � 11.111I f fitp .
rotation about its center.
4) Plate(s) at joint(s) 20 checked for a plus or minus 5 degree rotation about its center.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 13. �� G E N
5) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ,���`T.••�,� ic'•.,?%,_�,.
7) 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. e * : O 3 938
8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
+ mj3:
ATE [,V .
4 .
FL Cert. 6634 �]
June 19,2014
AWARNIAIG-Vedfrdesign param.m. and RFAD M17ESGN7NISAND INMIDED MITE1rREFFREAE PAGE MIJ-7473 row I129120IQDITOM SE
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component.
�•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
■■■
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty of the
M iTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Salety Inlorma Ion va' able from Jruss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, Vqq 2314
it3outhem ine7SP�lumberisspecified,tinedesignvaluesarethose£ffectivea 01%i013IbyALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6376450
27052 + VAFL02
Floor
4
1
Job Refere ce o io ai
Masi Noasl 1 Fuss, run rlerce, rL. 39Y90 s Fyn cc �.a=
ID:p?Qm IfchPBBmXVBBT2NUhcz4kwS-Oa9guHMCvtNJFLwmsNdUuE W5c)wpdSfp6g�cg7xBEz4jcd
1-3-0� I 2-0-0 1F-2-1— 2 i
Scale=1:30.1
3x3 =
3x6 = 3x3 = 1x4 II - 1x4 I 3x3 = 3x3 = 34 FP = 3x3 = 34 = 5x5 =
1 2 3 4 5 6 7 8 9 10 11
21 20 19 18 17 18 15 14 13 12
3x3 I I 3x4 = 34 = 3x5 FP = 3x3 = 3x3 = 3x3 = 3x4 = 3x3 I I
3x3 =
6-10-12 6-04
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 1-4-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code FBC2010/TPI2007
CSI.
TC 0.88
BC 0.92
WB 0.39
(Matrix)
DEFL. in (too) I/defl Lid
Vert(LL) -0.19 15-16 >999 360
Vert(TL) -0.30 15-16 >666 240
Horz(TL) -0.01 11 n/a n/a
PLATES _
MT20
Weight: 91 lb
GRIP
244/190
FT = 0%F1 O%E
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2x4 SP No,2(flat)
end verticals.
WEBS 2x4 SP No.3(flat)
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
2-2-0 oc bracing: 15-16.
REACTIONS. (lb/size) 21=614/Mechanical, 11=614/0-2-14
-
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-21=-613/0, 1-2=-619/0, 2-3=-1485/0, 3-4=-2033/0, 4-5=-2033/0, 5-6=-2033/0,
6-7=-1999/0, 7-8=-1494/0,
8-9=-149410, 9-10=-626/0, 10-11=-629/0
BOT CHORD 19-20=0/1158, 18-19=0/1838, 17-18=011838, 16-17=0/2033, 15-16=0/2118, 14-15=011831, 13-14=0/1148
WEBS 4-17=-425/0, 1-20=0/824, 2-20=749/0, 2-19=0/455, 3-19=-492/0, 3-17=0/614, 11-13=0/815, 9-13=-726/0,
9-14=0/481, 7-14=-469/0
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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��f
6) 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 S% S A
be attached to walls at their outer ends or restrained by other means. ,�� P`
7 Gapbetween inside of to chord bearing and first diagonal or vertical web shall not exceed 0.500in. ♦ ��
P s s ♦ pENs•• y �i
8) CAUTION, Do not erect truss backwards. ,♦♦��.••�,� 7 �'•�J!%
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ' O 9 O
.O•• ATE :�4 IV
4,S �O N AX-
FL Cert. 6634
June 19,2014
'ANARNIM VedfydesignpammersosariREADMl7TSOMMISANDIM7.UDEDMITFKREfERENCElAraF.Mf1-7473,uaI/79/tOtQUF.YOflFIJSE �e
Design valid for use only with Wek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllty, of the Nli%k�
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, qu�ality cc��ontrol. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
If5outhernaP"i"i e`SP IbUrnbe 1 sSpeLfied,thedesignvaluesaieth3aseelf#eLtive06110112013byALSC Tampa, FL33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375451
27052A
FL03
Floor
1
1
Job Reference o 'e al
Casi uoasi truss, 1-on vieree, YL. J4W4b i.ozu a Apr G zu14 "I eK InaUSIDeS, MU. I nU JUn l0 10; 10:00 LV 14 raye 1
ID:p?QmlfchP88mXvB BT2NUhcz4kwS-Oa9guHMCvtNJFLwmsNdUuE W7EjwkdVx66ggc67xB Ez4jcd
�♦—I &A ' 2�� 1-2-12 i -
Scale = 1:30.1
0
}
3x3 =
3x6 = 3x3 ^ 1x4 II 1x4 II 3x3 = 3x3 = US FP = 3x3 = 3x3 = 5x5 =
1 2 3 4 23 5 6 7 8 9 10 11
3x3 11 3x3 = 3x3 = US FP = 3x3 = 3x3 = 3x3 = 3x3 = 3x3 11
3x3 =
B-7-15 7-10-12
1-6-0 4-0-0 5-9-4 5.1 12 6.10.2 B- 10-6-0 11 15-6-0 17.0-0 17-3
1-6-0 2-6-0 1-9-4 0- 0- -13 1-0-0 0- - 2%5 2 2.6-0 2-6-0 1-6-0 0-3
LOADING (psf)
SPACING-
1-4-0
CSI.
DEFL.
in (loc)
Well
L/d
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TIC 0.71
Vert(LL)
-0.15 15-16
>841
360
MT20 244/190
TCDL 10.0
Lumber Increase
1.00
BC 0.92
Vert(TL)
-0.22 15-16
>561
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.25
Horz(TL)
-0.02 11
n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 91 Ib FT = 0%F1 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
BOT CHORD 2x4 SP N0.2(flat) `Except*
12-19: 2x4 SP No. 1(flat) BOT CHORD
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 22=303/Mechanical, 11=415/0-2-14, 17=511/0-6-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-22=-298/0, 1-2=-261/0, 2-3=-50610, 3-4=-502/0, 4-23=-502/0, 5-23=-502/0,
5-6=-502/0, 6-7=-967/0, 7-8=-853/0, 8-9=-853/0, 9-10=-397/0, 10-11=-400/0
BOT CHORD 20-21=0/489, 19-20=0/478, 18-19=0/478, 17-18=0/502, 16-17=01502, 15-16=0/844,
14-15=0/994, 13-14=0/71 8
WEBS 4-18=-434/0, 1-21=01347, 2-21=-318/0, 3-18=-222/303, 11-13=01517, 9-13=-445/0,
6-16=-539/0
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
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 16-17.
3) Refer to girder(s) for truss to truss connections. ,tilts I I I
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 0 S A
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.�P`� A. • A�e �j�
6) 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 `� •, G E N �' •.
I
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. 3 93 $
8) CAUTION, Do not erect truss backwards.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
t� ►
'.GATE
..o
C? �
S.ON Al-E10 ;� 1
rn��il
FL Cert. 6634 �]
June 19,2014
�WARtdIM-Vmifr d1:.siga pamnrcM. a4d READ k07TS rly TRIS AND jAU,i#DEDMtTEKR£FF.XEtKki FS4GE,Nlr-Mli nr. r, ii i20Id8FF0AEtJSF.
�!
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component.
s �•
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the
MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety I lorma Ion Slvailoble from Truss Plate Institute, 781 N. Lee Sireef, Suite 312, Alexandria, Vq 2314.
ifSaut�lem irte`SPyium4mrisspecified,thadesig"valuresarethoseei#tctave40112013hyALSC
Tampa, FL 33610.4115
L
Job
Truss
Truss Type
Qly
Ply
Gingres Residence
'
T6375452
27052t' 'r'
FL04
Floor
3
1
Job Reference (optional)
eaaw"em uu run Howe, ram. .,vavo - npi ca - —
ID:p7Qm lfchP88mXvBBT2NUhcz4kwS-snj25dMggAVAtWzQ48jRR3le7G7MyAGvGtUjgz4jcc
�r 1-3-0 "6- ' 2r 0-0 ' 1i� 3-
Scale = 1:30.1
3x3 =
3x6 = 30 = tx4 II 1x4 13x3 = 3x3 = 3x6 FP = 3x3 = 3x3 = 5x5 =
1 2 3 4 23 5 6 7 8 9 10 11
3x3 11 3x3 = 3x3 = 3x6 FP = 3x3 = 3x3 = 3x3 =' 3x3 = 3x3 11
3x3 =
1$-0 4-0-0 5-94
6-6-0 8-0-4 , 10-6-0 13-0-0 15-6-0 17-0-0 17-3$
1-9d 0.8-12 1-0-12 2-5-12 2-6-0 2-6-0 1-6-0 OL3�
LOADING'(psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 1-4-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code FBC2010/TP12007
CSI.
TC 0.73
BC 0.92
WB 0.25
(Matrix)
DEFL. in (too) I/dell L/d
Vert(LL) -0.15 15-16 >824 360
Vert(TL) -0.22 15-16 >548 240
Horz(TL) -0.02 11 n/a n/a
PLATES
MT20
Weight: 91 lb
GRIP
244/190
FT = 0%F, O%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) *Except*
end verticals.
12-19: 2x4 SP No.1(flat) BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
WEBS 2x4 SP Nc.3(flat)
2-2-0 oc bracing: 16-17.
REACTIONS. (lb/size) 22=303/Mechanical, 11=417/0-2-14, 17=508/0-6-0
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-22=-299/0, 1-2=-262/0, 2-3=-506/0, 3-4=-514/0, 4-23=-514/0, 5-23=-514/0,
5-6=-514/0, 6-7=-979/0, 7-8=-860/0, 8-9=-860/0, 9-10=-400/0, 10-11=-403/0
BOT CHORD 20-21=0/490, 19-20=0/483, 18-19=0/483, 17-18=0/514, 16-17=01514, 15-16=0/858,
14-15=0/1003, 13-14=0/722
WEBS 4-18=-446/0, 1-21=0/349, 2-21=-318/0, 3-18=-219/319, 11-13=01521, 9-13=-449/0,
6-16=-537/0
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. ,1111111,��,
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. ��� S A. �
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,�� �p`� • , 'q�e
6) 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 �� Q •,• (, E S •• q,*
be attached to walls at their outer ends or restrained by other means. ,�A`�.• � m•_'..•.7� e
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. p� 39380_
8 CAUTION, Do not erect truss backwards. *
9) Warning: Additional permanent and stability bracing for truss system (not part. of this component design) is -always required.
_ Mx
:O, LATE r
S < 0 Fi kV c*�N
ON AI- E,•�'%
FL Cert. 6634�
June 19,2014
WAR NJUK' Verify design panmeren and RFA0 AV7ESGN 7141`6 AM lM.UbE'D11.TF.KRFFIRF.ME PA6IT; Art I- M73 i:.. IJd.912ni1MGM 15E
Design valid for use only with Wek connectors. This design is based only upon parameters shown, and Is for an individual building component. �•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iVliTek�
erector. Additional permanent bracing of the overall structure Is the responsibility of the Wilding designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
S lety I Iormaflon vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115
1 SuutuernF�iT1e�5# lurnburisspecrfled,thedesignvaluesatetheseeffecttive05 01j2013by'AtSC
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375453
27052, ='i
FL05
Floor
1
1
ob Reference (optional
East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITek industries. Inc. Thu Jun 18 13:14:ou zu14 Page 1
I D:p7Qm IfchP88mXvB BT2NUhcz4kwS-KzHQJzNSRUdl Ve49_ofyzfcYcXgM5SDP8wc2F7z4jcb
03-6 5x5 = 3x3 =. 3x8 =
i11 i 1-2-8 9 i 1-3-0 a.
3x3 II
8
3x3
5
3x3 II
Scale = 1:9.6
0-3-8
1-8-14
3-2-14
'
0-3-8
1-5.8
1-6-0
Plate Offsets (X Y)-- t1.0-2-0 Edoel
LOADING (psf)
SPACING-
1-4-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC
0.40
Vert(LL) 0.00
5 >999 360
MT20 244/190
TCDL 10.0
Lumber Increase
1.00
BC
0.02
Vert(TL) 0.00
5 >999 240
BCLL 0.0
Rep Stress Incr
YES
WB
0.00
Horz(TL) 0.00
4 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007'
(Matrix)
Weight: 22 lb FT = 0%F, 0%E
LUMBER.
BRACING -
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 3-2-14 cc puriins, except
BOT CHORD 2x4 SP No.2(flat)
end verticals.
WEBS 2x4 SP No.3(flat)
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size) 4=99/Mechanical, 1=99/0-2-14
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
4) "Semi -rigid pitchbreaks Including 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 cc 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.
7) CAUTION, Do not erect truss backwards.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
FL Cert. 6634
June 19,2014
®WARNIMi
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. �•
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown �■p s
is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilllty, of the iV�il'ek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety I forma Ion. val able from Truss Plgte Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314 Tampa, FL 33610-4115
It5outlem ne�SP lumberisspecifiedrthedes% values are thasceffettive0bfO1f1O13byAM
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375454
27052 -J
-Hit
Jack -Open
1
1
Job Reference o do al
east uoasl 1 russ, Yon Pierce, FL, Mld46
I -a -a
s pi cc av w .!I ion „— , ,,,. ,.,. . . .,e„ .
ID:p7QmlfchP88mXvBBT2NUhcz4kwS-KzHQJzNSRUd1Ve49 ofyzfcegXg55SHP8wc2F7z4jcb
v
ch
d In
Scale = 1:6.2
1.8-2
0-b14
Plate Offsets (X Y)-- 11:0-8-9 0-0-81 11.0-2-0 Edael
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL, in
(too) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TIC 0.05
Vert(LL) -0.00
4 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.03
Vert(TL) -0.00
4 >999 180
SCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 5 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 1-8-6 oc purlins.
BOT CHORD 2x4 SP No.2
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 e
REACTIONS. (lb/size) 1=200/0-6-12, 3=-13/Mechanical, 2=-28/Mechanical
Max Horz 1=20(LC 4)
Max Uplift 1 =-1 71 (LC 4), 3=-13(LC 1), 2=-28(LC 1)
Max Grav 1=200(LC 1), 3=7(LC 4), 2=24(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60'
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord I've load —concurrent with any other live loads.
4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1�1' f I'l
fit between the bottom chord and any other members. ,,� ,IS A. q� �J.,
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 1, 13 lb uplift at joint 3 `�% 0 ,•'� C E•N S+'• ^99�i�i
and 28 lb uplift at joint 2. /` : • �' r-,_._ -•�'. •y ti.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _`,� p 3 938 0_
Mr^ •�4/1�
ATE
110'If5 t,EON�
®wARNrNu•Yenry design pmametea aad READ h07ES ON 7N7S AND MUDED MI TFKRffERENM PAGE MIJ-74;9 m.-If29/201daff REME
Design valid for use only with MTek connectors. This design is based any upon parameters shown, and Is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building' designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Salety Information gqvarpble ffr�om Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexanoria, VA 2314.
ii5outhernPirre`fiPplumherisspecitied,thedesia uatuesarethoseeffetra1re06 d71J2t713byAi5C
FL Cert. 6634
June 19,2014
M!Tek'
6904 Parke East Blvd.
Tampa, FL 33610-4116
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375455
27052t
-HJ3
Jack -Open
1
1
Jo b a erence o tionai
East Coast Truss, Fort Pierce, FL. 34946
m
d
7.520 S Apr 22 2014 MITeK Industries, Inc, Thu Jun 19 13:14:U1 ZU14 Nage 1
ID: p7Qm IfchP88mXvB BT2N Uhcz4kwS-o9roWJ04Bomu6ofLXVABWsBnTx7MgvAZMaMbnZz4jca
3-7-12
1-4-10 1-10-4 3-7-12
1-4-10 0-5.10 1-9-8
Scale =1:7.6
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
([cc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.14
Vert(LL) -0.01
6 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.16
Vert(TL) -0.02
6 >999 180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.02
Horz(TL) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 12 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-7-12 cc purlins,
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation
REACTIONS. (lb/size) 1=309/0-11-5, 3=-44/Mechanical, 5=72/Mechanical
Max Horz 1=38(LC 4)
Max Uplift 1=-110(LC 4), 3=-44(LC 1), 5=-54(LC 4)
Max Grav 1=309(LC 1), 3=35(LC 4), 5=72(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
31 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 ,,��41
fit between the bottom chord and any other members. ,,�� PS A q / �I♦♦
5) Refer to girder(s) for truss to truss connections. �•,.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 Ito uplift at joint 1, 44 Ito uplift at joint 3 ,���� ,• i✓ E N S 4n
9 ♦i♦
and 54 lb uplift at joint 5. �� /L F•�',-"-1!
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. W61-9 380 '•s
i
411
'.
ATE
���S 0 N A� �?%%
®WARNMU•Verity design parurreocrs snd RE1D h07ESON-MISAIR1 JKLUDED MITFXREFEREACE PAGE MU-2473 m,R I/29/20I4aIi0H ME
Design valid for use only with MTekconnectors. This design is based only upon parameters shown, and is loran individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Informa11lgn valIable from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
If SoutherrtPis SPplumbelislspedifiel�. the design values ate those effectiue06 0112013hyALSC
FL Cert. 6634 :]
June 19,2014
IMF
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingres Residence
T6375456
27052 + , ..'It
Jack -Open
1
1
Job eference o t'o al
East Coast Truss, Fort Pierce, FL. 34946
2-8.9
v
A
d
7.520 s Apr 22 2014 MTek Industries, Inc. Thu Jun 19 13:14:01 2014 Page 1
ID:p7QmlfchP88mXvBBT2NUhcz4kwS-o9roWJ04Bomu6ofLXVAB Ws8oTx8WgvMZMaMbnZz4jca
Scale = 1:7.8'
LOADING (psf)
SPACING- 2-0-0
CSI.
'DEFL, in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.07
Vert(LL) -0.00
6 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.09
Vert(TL) -0.01
6 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.01
Horz(TL) . -0.00
3 n/a n/a
BCDL 10.0
Code FBC2010rTP12007
(Matrix-M)
Weight: 9 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-8-9 cc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation
REACTIONS. (lb/size) 1=228/0-8-4, 3=-17/Mechanical, 5=401Mechanical
Max Horz 1=33(LC 4)
Max Uplift 1 =-55(LC 4). 3=-17(LC 1), 5=27(LC 4)
Max Grav 1=228(LC 1), 3=12(LC 4), 5=41(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,�>11�
fit between the bottom chord and any other members. _A
5) Refer to girder(s) for truss to truss connections. ��� \V`P• . • .....
.14
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 1, 17 lb uplift at joint 3 Z.
�� ,• •� C E + •• q �i�
and 27 lb uplift at joint 5. ,I � ; • �---' F�'••?
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.00
`38
• 1 ATE
A`EC� �.
FL Cert. 6634
June 19,2014
®WARNING . yeri£f desiSn pann+.4ers and AfAa M17ESGN7NTSAND lNQUbE0 r4iT£KREFER:ME'FiiGE N77-M73 m-a l%t9/70[daEFWiEtAE
Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.
Applicability of design parameters. and ptoper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the
MITeK•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
s laty Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314
1�5o uthe M Pme�Sp� lumber is spec ilied, the design values are these effevtive 46/02/1013 by ALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375457
2705q- �.
-HJS
Roof Special Girder
1
1
Job Reference (ootionall
tast coast i russ, ton Pierce, ru. MO I*0fu s Apr a ZU14 mi i eK mousmes, mc. i nu uun to t s:w:uz zu14 rage I
ID: p7Qm IfchP88MXvBBT2NUhcz4kwS-GMPAkfPjy5ulkyEY5DhQ34hvEKThZMOibE59K7z4jcZ
5-10-14
5-10-14
Scale = 1:12.1
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plates Increase
1.25
TC 0.33
TCDL
17.0
Lumber Increase
1.25
BC 0.15
BCLL
0.0 '
Rep Stress Incr
NO
WB 0.02
BCDL
10.0
Code FBC2010/TPI2007
(Matrix-M)
LUMBER.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=249/0-9-11, 2=245/Mechanical, 4=-21/Mechanical
Max Horz 1=68(LC 4)
Max Uplift 1 =-1 34(LC 4), 2=-169(LC 4), 4=-25(LC 28)
Max Grav 1=358(LC 28), 2=245(LC 1), 4=87(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown.
2x4 II 3
DEFL. In (loc) I/deft L/d PLATES GRIP
Vert(LL) -0.01 4-8 >999 240 MT20 2441190
Vert(TL) -0.02 4-8 >999 180
Horz(TL) -0.00 2 n/a n/a
Weight: 19 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-10-14 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
Installatione
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=241t; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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
�11111111!/,,
fit between the bottom chord and any other members.
5) Refer to for truss to truss connections.
���� S A.
•..
�P`•. • • • A�e ��i
girder(s)
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at Joint 1, 169 Ito uplift at Joint 2
25 lb 4.
%�`'
`.�� �� ,•'� G E N g • • '9 ���
F���...� !,
and uplift at joint
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
�� •••
: 9 $ 3�
• • •••�
8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
1,�^
`
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 141 Ito up at 1-8-5,
-
90 lb down and 141 lb up at 1-8-5, and 103 lb down and 89 lb up at 5-3-2, and 103 lb down and 89 lb up at 5-3-2 on top chord, and 21=
lb down and 13 lb up at 5-3-2, and 21 lb down and 13 Ib up at 5-3-2 on bottom chord. The design/selection of such connection
� IZ Z
device(s) is the responsibility of others.
i'�-•. ATE
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
1.0. O •• �C/
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
�i �` �'•. 0 R \G ��
��I StS �" • `" �`
Uniform Loads (plf)
Vert: 1-9=-74 3-5=-20
�!!lllllllll
Concentrated Loads (lb)
Vert: 10=140(F=70, 8=70) 11=-49(F=-25, 8=-25) 12=-7(F=-3, B=-3)
FL Cert. 6634 ::]
June 19,2014
® WARMIfr - Venfr design p---b— and READ MUS GM MIS AND INCUMED MITEXR£FEREME PAGE NII.2473 ma I124/2016WMEWE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
■
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the
MiTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
IfSautliernaP nelSP)lulmherisspeci iedithedel5gLee
raluesa eithaseelifeitdive46A 112013byALSC
Tampa, FL33610-4115
Job
Truss
Truss Type
Oty
Ply
Gingras Residence
T6375458
27052,E �
-HJ58
Diagonal Hip Girder
1
1
Job Reference (optional)
Last coast i russ, ran Pierce, f-L. 34e4b
6.11-6
r.ozu s Apr "ZU14 M1 i OK maustnes, inc. i nu aun ie ian4:ua zu 14 rage I
ID: p?QmifchP88mXVBBT2NUhcz4kwS-kYyZx?PLjPOcM6pkfwDfbHE3AknDlpOsqurisSz4jcY
3x4
3x4 11
Scale = 1:13.3
1-4-4 1-2
6-11-6
1-4-4 0-5-10•
5-1-8
Plate Offsets (X Y)— 11.0-11-3 0-2-71 11:0-3-0 Edoel
LOADING (psf)
SPACING. 2-0-0
CS].
DEFL. in
(loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.44
Vert(LL) -0.01
5-9 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.26
Vert(TL) -0.02
5-9 >999 180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.00
Horz(TL) 0.00
5 n/a n/a
BCDL 10.0
Code FBC2010ITP12007
(Matrix-M)
Weight: 22 Ito FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-d oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
Installation guide,
REACTIONS. (lb/size) 1=441/0-11-5, 5=226/Mechanical
Max Horz 1=90(LC 5)
Max Upliftl=-182(LC 4), 5=-83(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=0ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 for truss to truss connections.
,,��/
,�% PS A.
�e �j
girder(s)
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplift at joint 1 and 83 lb uplift at joint��
% %�
,•'� G•E•N �i
• �' S�•�q�y
5.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
� �® .
Z •• of
""
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 72 lb up at 4-1-14,�
* w
and 76 Ito down and 64 lb up at 4-1-14 on top chord, and 16 lb down and 34 lb up at 1-3-15, and 32 lb down and 24 Ito up at 4-1-14, an;
8 Ib down and 27 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
front back
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as (F) or (B).
::�
:. SATE Z
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Q ••. W
�j�'C� Q;•' ��,��
I�� •. 0 R ��
Vert: 1-2=-74, 2-3=-74, 4-6=-20
, `�
SS'J
/O
Concentrated Loads (lb)
Vert: 8=-16(F)10=13(F=24,B=-11)11=-1l(F=15,B=-26),
i111 N A� `',��
FL Cert. 6634
June 19,2014
®WARNIM • Vedly drsgn paameesn aad READ AV IES ON rNTSAND IMQ BDEn MMKREFEREACEPAGE MII• MY3 mr. I/29/20IQBUOAEUSE
Design valid for use only with MITek connectors. This design is based any upon parameters shown, and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity of the
MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality storage, delivery, erection and bracing, consult ANSI/17I1 Quoin Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
gcontrol,
Safe
js ss Plate Ingtitute, 781 Lee Street, Suite 312, AI xandda, VA 2314.
i t5outiie la ne va lumber sprecifieU,thedesl nualuesaretfioseei�festave0fi 01120131zyALSC
Tampa, FL 33610.4115
Job
Truss
Truss Type
City
Ply
Gingras Residence
T6375459
2705k D
-HJ7
Diagonal Hip Girder.
3
1
b Reference (optionall
East Coast Truss, Fort Pierce, FL. 34946 - 7.520 s Apr 22 2014 MITeK Industries, Inc. Thu Jun 19 13:14:03 2014 Page 1
ID:p?QmlfchP88mXvB BT2NUhcz4kwS-kYyZx?PLjPOcM6pkfwDfbHE2skjHlnl squrisSz4jcY
5-5-15 9-9-5
5-5-15 4-3-6
Scale = 1:18.3
3x4 II
1-410 1-10-4 5.5-15 9-9-5
LOADING (psf)
TCLL 20.0
TCDL 17.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC201 O/TP12007
CSI.
TC 0.46
BC 0.51
WB 0.19
(Matrix-M)
DEFL. in
Vert(LL) 0.04
Vert(TL) -0.08
Horz(TL) 0.01
(loc) I/deft Ud
6-7 >999 240
6-7 >999 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 38 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
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. (Ib/size) 1=536/0-11-5, 6=428/Mechanical
Max Herz 1=127(LC 5)
Max Upliftl=-225(LC 4), 6=-154(LC 4)
FORCES. (lb) -'Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-12=-687/280, 2-12=-648/260
BOT CHORD 1-11=-277/96, 1-8=-2081647, 1-14=-264/647, 7-14=-264/647, 7-15=-2641647,
6-15=-264/647
WEBS 2-6=-560/243
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS left exposed end vertical left and right exposed; Lumber DOL=1.60
(directional); cantilever and right ;
DOL=1.60
t111111111111111,�
A.
plate grip
2 Plates checked fora or minus 0 degree rotation about its center.
♦�♦� Pcj
♦ �e
plus
3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
,�� "O , •.. G E N S ... 1 �#
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..
; A` V
j 0 39380.,
5) Refer to for truss toti truss connections.
-�
girder(s)
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 1 and 154 lb uplift at
joint 6.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used 1n the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 64 lb up at 4-1-14,
o ; •' ,_ qT E /
76 lb down and 64 lb up at 4-1-14, and 119 lb down and 93 lb up at 6-11-13, and 119 lb down and 93 lb up at 6-11-13 on top chord,
and 16 lb down and 34 lb up at 1-3-15, 8 Ib down and 27 lb up at 4-1-14, 8 lb down and 27 lb up at 4-1-14, and 26 lb down and 11 lb
o 0'•
.0 T �•. �� P .'
up at 6-11-13, and 26 lb down.and 11 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the
�40responsibilR Q N_`��
,of c `�j ♦♦�
ty others.,��V�s
9) In the LOAID CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
�O N A' `;,`%
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
FL Cent, 6634
June 19,2014
Continued on Paqe 2
®N'ARNIM •Vwtty de.sr.7n paaunww x and RF46 Aa7F.SdN7N75AND IM7.VVFD MITFICRFFF.RENCFPASE MII-1473 am 1f29J2e148FfaafUM
Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
ii��YY■
Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity, of the
MiTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety qqvo able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
It fiaInformation uthern Pine `SP� lumber isspecifiel > theclesign values are them effective 06 0112013 by ALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375459
27052p-
-HJ7
Diagonal Hip Girder
3
1
'Job
Reference (optional
East Coast Truss, Fort Pierce, FL. 34946
7.520 s Apr 22 2014 MITek Industries, Inc. I nu Jun 19 1J:14:UJ ZU14 Yage Z
ID:p?Qm IfchP88mXvB BT2NUhcz4kwS-kYyZx?PLjPOcM6pkfwDfbH E2skjHlnl squrisSz4jcY
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-3=-74, 3-4=-74, 5-8=-20
Concentrated Loads (lb)
Vert: 10=16(F) 12=47(F=24, 13=24) 13=-86(F=43, 13=43) 14=30(F=15, B=15) 15=-21(F=-11, B=-11)
�WARNMG Verify desdlnpara—&-snd IRFAD M USGMMISAMD INaUDED MMKIIEFEREACE PAGE Mil-7413 mn I/291201dW'aN WE
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability dudng construction Is the respo'nsibillity of the
MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
69D4 Parke East Blvd.
Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314..
7frsouthern4tine�SP lumherisspecified,thedeslgnvaluesarethoseeffective46 01/2013byALSC
Tampa, FL 33610.4115
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
1
T6375460
27052y-
"Job
-HJ7A
Diagonal Hip Girder
2
1
Reference (optional)
East Coast Truss, Fort Pierce, FL. 34946 7.520 a Apr 22 2014 MITeK Industries, Inc. Tnu Jun 19 13:14:U4 ZU14 Page 1
ID:p7QmlfchP8BmXvBBT2NUhcz4kwS-DkWx9LQzUj8T GOwDekuBVmD982R1B1?3YaFOuz4jcX'
5-6 5 9-10-1
5-6-5 4-3-12
Scale = 1:18.4
3x4 11
LOADING (psf)
TCLL 20.0
TCDL 17.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC2010/TPI2007
CSI.
TC 0.49
BC 0.58
WB 0.27
(Matrix-M)
DEFL. in
Vert(LL) 0.04
Vert(TL) -0.10
Horz(TL) 0.01
(loc) I/defl Ud
7 >999 240
6-7 >999 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 3B lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-7-0 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=583/0-8-8, 6=499/Mechanical
Max Horz 1=128(LC 5)
Max Uplift 1 =-209(LC 4), 6=-161(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-12=-923/281, 2-12=-890/296
BOT CHORD 1-8=-245/877, 1-14=291/877, 7-14=291/877, 7-15=-291/877, 6-15=-291/877
WEBS 2-6=-786/282
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60 ,olll 11////,
2) Plates checked for a plus or minus 0 degree rotation about Its center. ,r.% PS A, q
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 `�� �0 ,•'� G•E N 5+
fit between the bottom chord and any other members. �� /` ; • �,-.� �•, �!
5) Refer to girder(s) for truss to truss connections. 'r39380.. --- -�
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint 1 and 161 Ib uplift at ` * / �
joint 6. e
7) "Semi -rigid pitchbreaks including 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) 100 lb down and 72 lb up at 4-1-14 : � f(r ;,
76 lb down and 64 lb up at 4-1-14, and 135 lb down and 98 lb up at 6-11-13, and 119 lb down and 93 lb up at 6-11-13 on top chord, � (U
and 32 lb down and 24 lb up at 4-1-14, 8 lb down and 27 lb up at 4-1-14, and 47 ib down and 3 lb up at 6-11-13, and 26 lb down and ATE
11 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �� • C�t��•. �4
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �I�\`s . 0 R !•� `�j ,��
LOAD CASE(S) Standard. -/s,O N A;
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-74, 3-4=-74, 5-8=-20
FL Cent. 6634
June 19,2014
A WARNIM Vedrydasigu panmew—d READ A07ESGNMISANDINCLUDED Mr7EKNE'FERE'N..F PAGE MrI-74731.. 11291201JI CREIM R
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.®
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown i
Is for lateral support of individual web members only. Additional temporary bracing to insure stablllty during construction is the responslbillity of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safe Information gva able from Truss Plate In fltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2 14. Tampa, FL 33610-4115
IfSotyuthernrinelSIX lumberirsspecifie ,the designvaluesarethoseeffective06�0 12013byAtSC P'
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375460
270524, ►
-HRA
Diagonal Hip Girder
2
1
Job Reference opt 'o al
east coast 1 russ, r•ort Tierce, M. a4e4b
7.szu s Apr zz zu14 mi iek mausines, mc. r nu dun 1'd 13:14:u4 zu14 Fage z
ID:p7QmifchP88mXvBBT2NUhcz4kwS-DkVNc9LQzUjBT_GOwDeku8VmD982R1 B173YaFOuz4jcX
LOAD CASE(S) Standard
'Concentrated Loads (lb)
Vert: 12=13(F=-11, 13=24) 13=-109(F=-66, B=-43) 14=11(F=-26, B=15) 15=-51(17=40, B=-11)
ITARNLhC3 Veritr 3esign Nnr+�+ne0lrs sa07iFi1d hU7ESGN MirSA2A 7HLti1fYi0 MITi7rftF.fLRF.At>~-A4GE AfrhM73 Tea !/d9/IQ[Q BEFONEA/.SE
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilliy of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
iafay Inlormatl I 7vailable from Truss Plate Institute. 781 N. Lee StreetlSuite 312, Alexandria, VA 22314.
1i5outhem ine 5p lumberissoecified,thedeSienuatuesaT�ethoseeffecGue0610 12013IdyAtSC
Nil'
WOW
6904 Parke East Blvd.
Tampa, FL 33610.4115
Job
Truss
Truss Type
Ply
Gingras Residence
T6375461
27052,
MG01
]Qty
MonopReh Girder
1
1
Job Re ere ce o Tonal
East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITek Industries, Inc. Thu Jun 19 13:14:05 2014 Page 1
I D:p?Qm IfchP88mXvBBT2N Uhcz4kwS-hw4JMhRbFOGKbQz6mLF7giJKEYOjmiWBHCKpwKz4jcW
L 7-0-0
7.0-0
3x4 % Scale = 1:15.4
4x8 M18SHS II
HUS26
i 1-0.0 1-40
7.0-0
_
1-0.0 0.4.0
5-8-0
Plate Offsets (X Y)- 11.0-10-12 Edgel 11.0-1-4 Edgel f2.0-0-12 0-1-81 f3•Edge 0-3.81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.73
Vert(LL) 0.07
3-7 >999 240
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.58
Vert(TL) -0.17
3-7 >475 180
M18SHS 244/190
BCLL 0.0 '
Rep Stress Incr NO
WB 0.00
Horz(TL) 0.01
3 n/a n/a
BCDL 10.0
Code FBC2010fTP12007
(Matrix-M)
Weight: 29 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SP SS
end verticals.
WEBS 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 9-9-11 oc bracing.
M,Tek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=1368/0-8-0, 3=968/Mechanical
Max Horz 1=141(LC 18)
Max Uplift 1 =-395(LC 4), 3=-288(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-339/257, 1-2=-320/110
BOT CHORD 1-8=-122/284, 8-9=-122/284, 3-9=-122/284
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated. `,,�1111111/�I�I'
3) Plates checked for a plus or minus 0 degree rotation about its center. ,�%PS A. A f,,
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % OO ,
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 ,� ,•'� C E N S n• '9 ��
fit between the bottom chord and any other members, ,� ; • V C, ��,
6) Refer to girder(s) for truss to truss connections.
7 Provide mechanical connection b others of truss to bearinglate capable of withstanding395 lb uplift at joint 1 and 288 lb uplift at 3 938 0.�--YS
joint 3.
8) 'Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
9) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-8-4 - Mir Z
from the left end to 5-8-4 to connect truss(es) to back face of bottom chord. C-'TAT E .•
10) Fill all nail holes where hanger Is in contact with lumber. 11/
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).OR
�� T,(•�. �� OG�`.' �_,��
LOAD Andard
Roof Live )a(balanced):Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf) �"#nf 11IIt%%%
Vert: 1-2=74, 1-3=-20
Concentrated Loads (lb)
Vert: 7=-570(B) 8=-563(B) 9=-558(B)
FL Cert. 6634
June 19,2014
®WARNIM-V"Iffde.s,3.Firm emaand RFADAVUSON USAM)JtX7.tRJDNI7FKRFFlRF.MEFAGSNIJ-M):imarjd4f2r1JdaffDREUSE
Design valid for use only with Wek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �•
Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the iVliTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS,B-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115
1f Southern R"Ine�SP� lumber isspetiiied, the design values aTe those of#ective Ofi/01f2R13 byALSC
Job
Truss
Truss Type
Qty
Ply
Gingras Residence
T6375462
27052� to
MV3
Valley
1
1
Job Refers ce o do a
East Coast Truss, Fort Pierce, FL. 34946 7,520 s Apr 22 2014 MTek Industries, Inc. Thu Jun 19 13:14:052014 Page 1
I D:p?QmlfchP88mXvBBT2NUhcz4kwS-hw4JMhRbFOGKbQz6mLF7giJ NBYPgmiW8HCKpwKz4jcW
3-0-9
3-0-9
3.00 12
3x4
Scale = 1:6.5
LOADING (psf)
SPACING-
2-0-0
CSI,
DEFL.
in
(loc) Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.54
Vert(LL)
-0.00
1-3 >999
240
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.55
Vert(TL)
-0.01
1-3 >999
180
BCLL ' 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2010/rP12007
(Matrix)
Weight: 7 Ito FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=8013-0-9, 3=92/0-3-8
.Max Horz 1=59(LC 8)
Max Uplift 1 =-79(LC 8). 3=-112(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-9 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 6uide.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; 13=45ft; L=24ft; eave=4ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=4.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by•2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 1 and 112 Ito uplift at joint ,,`j11I
3. �%% PS A. 4
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1�� O�•,.. • �e �i,
Fd'o 393 80
C—
v ATE
FL Cert. 6634 :]
June 19,2014
AWAR1QMi-Ya lydes7npanmesenandAFAI)AVUSCHMISANDIMVDEDMLTFKREFEREACFPAGE TELL-M73re,.Ift912OLSBEFMME
Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the
M iTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety InlormarrIon vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.
ftSouthernF�tne�SPlumber isspetitied, the design valu�esate these effectfive06 10I/2013byALSC
Tampa, FL 33610-4115
Symbols Numbering System ® General Safety Notes
PLATE LOCATION AND ORIENTATION
3j4 Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
J�Apply plates to both sides of truss
and fully embed teeth.
0 -' -.
�16
For 4 x 2 orientation, locate
plates 0-'na' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
iANSI/TPII : National Design Specification for Metal
�* Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
I 2 i
TOP CHORDS
cr-2 c2-s
o WEBS c� 4
0 O
a_
O
C7-8 C67 C5-6 O F
BOTTOM CHORDS
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
]CC -ES Reports:
ESR-1311., ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Southern Pine lumber designations are as follows:
SYP represents values as published
by AWC in the 2005/2012 NDS
SP represents ALSC approved/new values
with effective date of June 1, 2013
0.2012 M7i ek@ All Rights Reserved
MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013
Failure to Follow Could Cause Property
Damage or Personal Injury .
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSL
2. Truss bracing must be designed by an'engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and n6ver
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may'pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.