HomeMy WebLinkAboutSUBMITTED PAPERS_3Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek
RE: 26274 - MiTelk USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: Phoenix Realty Homes, Inc. Project Name: Model B Model: B Tampa, FL 33610-4115
Lot/Block: 9 Subdivision: Tarpon Flats
Address:
City: Fort Pierce 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 HeighIl Wind Speed: 170 mph
Roof Load: 55.0 psf Floor Load: N/A psf
This package includes 56 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 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
lNo.
I Seal#
I Truss Name
I Date
I No.
I Seal#
ITruss Name
I Date
11
IT6100064
I-CJ1
11/9/014
118
1 T6100081
I B01
11/9/014
12
IT6100065
I-CJ1A
11/9/014
119
IT6100082
I B02
11/9/014
13
IT6100066
I -CJ3
11/9/014
120
IT6100083
I B03
11/91014
14
IT6100067
I -CJ3A
11/9/014
121
IT6100084
I B04G
11/9/014
15
IT6100068
I -CJ313
11/9/014
122
IT6100085
I C01
11/9/014
16
IT6100069
I -CJ5 11/9/014
123
IT6100086 I
CO2
11/9/014 J
17
IT6100070
I -CJ5A
11/9/014
124
IT6100087
I CO3
11/9/0141
18
IT6100071
I -QJ5B
11/9/014
125
IT6100088
I C04
11/9/014 J
19
IT6100072
I -CJ5C
11/9/014
126
IT6100089
I C05G
11/91014 1
110
IT6100073
I -EJ7
11/9/014
127
IT6100090
I D01
11/9/014 1
Ill
IT6100074
I -HJ5
11/9/014
128
1 T6100091
I D02
11/9/014
112
IT6100075
I -HJ7
11/9/014
129
IT6100092
I D03
11/9/014
113
IT6100076
IA01
11/9/014
130
IT6100093
I D04
11/9/014
114
IT6100077
IA02
11/9/014
131
IT6100094
I D05
11/9/014
115
IT6100078
IA03
11/9/014
132
IT6100095
I D06
11/9/014
116
IT6100079
I A04
1119/014
133
IT6100096
I D07
1119/014
117
IT6100080
IA05G
11/9/014
134
IT6100097
I D08
11/9/014 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: Velez, Joaquin
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 2.
8CANN n
By Ell
St Lucie counj�
I N
......
0 E N
%S -
P68182
-10
-'53 STATE OF
.00. 4-
4. 0 R X'D N
FL Cert. 6634
January 9,2014
Velez, Joaquin I of 2
A
RE: 26274 -
Site Information:
Customer Info: Phoenix Realty Homes, Inc. Project Name: Model B Model: B
Lot/Block: - 9 Subdivision: Tarpon Flats
Address:
City: Fort Pierce State: Florida
iNo.
� Seal#
ITruss Name
135
IT6100098
I E01
136
IT6100099
I E02
11/9/014
137
IT6100100
I E03
11/9/014
138
IT6100101
I E04
11/9/014
139
IT6100102
I E05
11/9/014
140
IT6100103
I E06G
11/9/014
141
IT6100104
I F01
11/9/014
142
IT6100105
I F02
1/9/014
143
IT6100106
I F03
11/9/014 J
144
IT6100107
I F04
11/9/014
145
IT6100108
I F05
11/9/014
146
IT6100109
I F06
11/9/014
147 IT61
00110
1 F07
11/9/014
148 1
T61 00111
1 F08
11/9/014
149 IT6100112
I
F09
11/9/014
150 IT6100113
I F10
1119/014
151 IT6100114
IF11
11/91014
152 IT6100115
I
F12
11/9/014 J
153 IT6100116
I
F13G 11/9/014
154 IT6100117
I
F14 11/9/014
155 IT6100118
I
F15G 11191014
156 IT6100119
I
M01 11/9/014
1
2 of 2
Job
Jo
Trus
Trus Type
Qty
Ply
Ply
F26274
F24
T6100064
_CJ1s
Jack -open
I
Job Reference (ol?tional) I
Easi Goasi i russ, tcirt Fierce, FL
7.500 - r),t 1R 2013 MiTek Industries, Inc. Wed Jan 08 17:40:512014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-7a2HvSsjN38wh—rh5hqtJ—XicGTL—KxBs6p9lCzxMOA
-2-0-0
1-0-0
2-0-0
1-D-0
Scale 1:9.7
Refer to MiTek "TOE -NAIL" Detail for connection to
3 4
supporting carrier truss (typ all applicable jacks on this job)
6.00 F12
2
U4
-o
LOADING (psf)
SPACING 2-0-0
CS1
DEFIL in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.67
Vert(LL) 0.00 7 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.12
Vert(TL) 0.00 7 >999 180
BCLL 10.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00 2 n/a n/a
BCDL 10.0
Code FBC2010/TPl2007
(Matrix-M)
Weight: 7 lb FT 0%
LUMBER
BRACING
TOPCHORD 2x4 SP No.3
TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD Rigid ceiling directly applied or 1 O-G-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) 2=303/0-8-0 (min. 0-1-8), 3�27/Mechanical, 6�50/Mechanical
Max Horz 2=1 41 (LC 8)
Max Uplift2�394(LC 8), 3=-27(LC 1), 6=-50(LC 1)
Max Grav 2=303(LC 1), 3=54(LC B), 6=103(LC 8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown,
TOPCHORD 2-3�258/163
BOTCHORD 2-6=177/279
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf,h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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 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 chard and any other members, with BCDL = 1 O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 6 except 0=11b)
2=394.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
I N
J*
E N
N 68182
T F
-44/
'oo
A,
FL Cert. 6634
January 9,2014
WARNrNG - Ver�jf%r d�igrz pararneferw cmd READ NOTES OMTHIS AND XCLUDED M=REPPLIMPICERAGE 11111-747-3 BEFOPE USE.
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsiblirity, of the 2,
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 responsitolffity of building designer - not truss designer. Bracing shown My
ere'ctor. Additional permanent bracing of the overall structure is the responsibirity at the building designer. For general guidance regarding MiTek'
fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criterfa, DSB-89 and BCSI Bufldfng Component 6904 Parke East Blvd.
Safe y.
If ,%Infrmailon Qvaijable from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandra, VAP
01
the rn P ine ISPI lumber is sp ecified, the design val u es a re those E 01, 2013 byAL_5C Tampa, FL 33610-4115
Truss Type
Qty
Ply
Flob-
Lb
26274
Jack -Open
2
1
Reference (optional)
.as. run merce, rL 1-bu S Oct 18 2U13 mi reK inaustries. inc. wea jan ua 11:4U:51 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-7a2HvSsjN38wh-rh5hqtJ-XicGTc-KxBs6p9lCzxMOA
-2-0-0 0-11-4 110-0
2-0-0 0-11 -4 0-6-42
Scale = 1:9.7
6
LOADING (psf)
SPACING 2-0-0
CS1
DEFL
in
(loc)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.67
Vert(LL)
0.00
8
>999
240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.11
Vert(TL)
0.00
8
>999
180
BCLL 10.0
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: 7 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4SPNo.3
REACTIONS (lb/size) 3=-73/Mechanical, 2=299/0-9-4 (min. 0-1-8)
Max Horz 2= 141 (LC 8)
Max Uplift3=-73(LC 1), 2�386([_C 8)
Max Grav 3=1 48(LC 8), 2=299(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-287/177
BOTCHORD 2-5�1188/300
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Cpsf,, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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 As 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, with BCDL = 1 O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111, uplift at joint(s) 3 except at=lb)
2=386.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis a;d design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
[L WARNING - Vetify dt�sigri perramet� ima d RFAD NOYES ON THIS AND INCLUDED MTEK REFERF-WE PAGE PHI- 74 7;3 BEPORE USE.
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 responsiblility 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 ANSf/TPI1 Quality Criteria, DSB-89 and BCS] Building Component
Safety Information 7voilable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VAR314.
It lum ber is �p ec ified, th e design valu ei are tho 0112013 byALSC
,�,o t"11 I I I I I I It ji'll,11
11� COIN vk�, 1`11
G
N 68182
T F
%
N N�_
11111 111111"*
FL Cert. 6634
January 9,2014
MiTek'
6904 Parke East Blvd.
Tampa. FL 33610-4115
Job
Trus
Truss Type
Qty
Ply
I
I
T 6
26274
_CJ3
Jack -Open
23
I I
Lb
_
Reference (optional)
Fast Coast TruSS, Fort Pierce, FIL
7.500 s Oct 18 2013 Vil"ek Industres, Inc. Wed Jan 08 17:40:52 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-bnbf6osL8NGnJBQtfPM6sC4tMgoQjnBL5mZj'qezxMO9
2-0-0 3-0-0
LOADING (psf)
SPACING
2;0-0
CSI
TCLL
20.0
Plates Increase
.25
TC 0.67
TCDL
15.0
s
Lumber Increa e
1.25
.
BC 0.13
BCLL
10.0
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC2010rrP[2007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS (IbIsize) 2=312/G-8-0 (min. 0-1 -8), 3=70/Mechanical, 6=24/Mechanical
Max Horz 2=21 1 (LC 8)
Max Uplift2=-282(LC 8), 3=-72(LC 8)
Max Grav 2=320(LC 13), 3=80(LC 13), 6=49(LC 3)
FORCES (lb) -Max. Corrl Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�378/131
BOT CHORD 2-6�125/364
Scale = 1:14.8
DEFL in (loc) Ildefi Ud PLATES GRIP
Vert(LL) -0.00 6-9 >999 240 MT20 244/190
Vert(TL) -0.00 6-9 >999 180
Horz(TL) 0.00 2 n/a n/a
Weight: 13 lb FT = 0%
BRACING
TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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 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, with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb)
2=282.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was us�d in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
IN
E IV S
N 68182
:XZ
T F
A,
FL Cert. 6634
January 9,2014
WAP WNG - Verify cles ign p aram cf. m aun d READ NO YIES ON THIS AND INCL UDED M TEK REPEP F-PICE PA GE MY - 74 73 BEF ORE USE.
Design valid for use only vith MTek connectors. This design is based only upon parameters shown, and is for on individual building component.
Applicability at design parameters and proper incorporation of component is responsillity of building designer - not truss designer. Brocing shovvri MV I
is for lateral support of individual web members only. Additional temporary bracing to insure stabMity, during construction is the responsiblifity of the
erec'tor. 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/TFI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safe 14.
if ,��Informcdlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Al,
f�xaridrla A 223 -4115
'e, ..� V Tampa, FL 33610
th a rn Pine JSPI lumberis sp ec ified, the design valuu a re thase e 06101/2013 byALSC
Job
Tru s
Truss Type
Qty
ply
T61
26274
-CJ3A
Jack -Open
Lb
Reference (ontionah
East Coast Truss, Fort Pierce. FL 7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:40:52 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-bnbf6osL8NGnJBQtfPM6sC4tMgoLjnBL5m4qe7xM09
2-0-0 2-10-0
LOADING (psD
SPACING
2-0-0
CSI
TCLL
20.0
Plates Increase
1.25
TC 0.67
TCDL
15.0
Lumber Increa a
s
1.25
BC 0.14
BCLL
1 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) 2=305/0-8-0 (min. 0-1-8), 3=65/Mechanical, 6=22/Mechanical
Max Horz 2=206(LC 8)
Max Uplift 2=-281 (LC 8), 3=-65(LC 8)
Max Grav 2=31 1 (LC 13), 3=74(LC 13), 6=46(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�3821148
BOTCHORD 2-6=148/377
Scale = 1:14.4
DEFIL in (loc) Ydefi Ud PLATES GRIP
Vert(LL) -0.00 9 >999 240 MT20 244/190
Vert(TL) -0.00 6-9 >999 180
Horz(TL) 0.00 2 n/a n/a
Weight: 12 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf, BCDL=4.Opsf-, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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 1
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, with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb)
2=28 1.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
% J*
E
N 68182
T F 44/ -Z
N
11111
FL Cert. 6634
January 9,2014
WARNIM - Verify desiqn parameters and RF4 A107LIS ON THIS AND INCLUDED AffTEKREFERENCE PAGE lffll-7473 REPORE USE.
Design valid for use only vAth 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 re,sponsibility of building desligner - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Salley Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alex?cndria, OV6A/Ml
1,5 u tve ( .4115
0
)3
thern Pine ISPI lumber is specified, the design values are those effe 1.112913 byALSC Tampa, FL 33610
Job
Trus
Truss Type
Qty
Ply
T61
26274
3B
Jack -Open
2
1
Lb
Reference (optional)
tasi �oasi i wss. ran vierce. FL 7.500 s Oct 18 2013 10frek Industries, Inc. Wed Jan 08 17:40:92 2014 Page I
ID:Ov3lZS6?OELtVVxuORPVrlxzxOWF-bnbf6osL8NGnJ8QtfPM6sC4tMgoLjnBL5m4qezxM09
-2-0-0 2-1Q-0
2-0-0 2-10-0
LOADING (psf)
SPACING
2-0
CS1
DEFL
in
(loc)
I/defl
Ud
TCLL 20.0
Plates Increase
5
1.�O
TC 0.67
Vert(LL)
-0.00
9
>999
240
TCDL 15.0
Lumber Increase
.
1.25
BC 0.14
Vert(TL)
-0.00
6-9
>999
180
BCLL 10.0
Rep Stress Incr
YES
VVB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2010rrP[2007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS (lb/size) 2=30510-8-0 (min. 0-1 -8), 3=65/Mechanical, 6=22/Mechanical
Max Horz 2=206(LC 8)
Max Uplift 2=-281 (LC 8), 3=-65(LC 8)
Max Grav 2=31 1 (LC 13), 3=74(LC 13), 6=46(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�3821148
BOTCHORD 2-6�148/377
Scale = 1:14.4
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 0%
BRACING
TOPCHORD Structural wood sheathing directly applied or 2-10-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60 1
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, with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb)
2=281.
7) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
& I N
IV 4� 01.
N 68182
T F
ot 0
FL Cert. 6634
January 9,2014
WARA7NG - VeriE!Ir design jparamief�� aund READ A10IFS ON THIS AND INCLUDED PHTEK PAGE IGI-74 73 BFFORLI USE.
Designvolid for use only with MTek connectors. This design is based only upon parameters shown, and is foron individual building component.
Applicability of design parameters and proper incorporation of componentis responsibility of building designer - not truz designer. Bracing shown
is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsiblility, of the
erector Additional permanent bracing of the overall structure is the responsibility of the building deeigner. For general guidance regarding MiTek*
fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPI] Quality Criteria, DSB-89 and BCS] Building Component 69D4 Parke East Blvd.
Safety Information railable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 2XI 14. Tampa, FL 33610-4115
5 lum ber if. sp e cified, th e de!flgn v3 I u e: a re those effe Wve 0 6/0 1/2013 by A LS C
Job
Trus
Truss Type
Q�
T61 000
26274
-cJ5
Jack -Open
23
Werence, (optional)
t:ast (;oaSt TrUSS, I-Ort Pierce, FL
7.500 a Oct 18 2013 Mi7ek Industries, Inc. Wed Jan 08 17:40:53 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-3z9lJ7tzvhPewH-4D6tLOPc2646DSERUKQIGM5zxMOB
2-0-0 5-13-0
LOADING (pso
SPACING
2-1-0
CSI
TCLL
20.0
Plates Increase
1 _25
TC 0.67
TCDL
15.0
Lumber Increase
1.25
.
BC 0.29
BCLL
10.0
Rep Stress Incir
YES
WB 0.00
BCDL
10.0
Code FBC201 Ofl-P 12007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS (lb/size) 2=41110-8-0 (min. 0-1-8), 3=129/Mechanical, 6=46/Mechanical
Max Horz 2=282(LC 8)
Max Uplift2=-31 1 (LC 8), 3�1 38(LC 8)
Max Grav 2=441(LC 13), 3=142(LC 13), 6=82(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�394/80
BOTCHORD 2-6�235/596
Scale = 1:19.8
DEFL in (loc) I/defl Lid PLATES GRIP
Vert(LL) -0.02 6-9 >999 240 MT20 244/190
Vert(TL) -0.04 6-9 >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 5-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross braci
be installed during truss erection, in accordance with Stabili
Installation guide.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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 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, with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=31 1,
3=138.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
%%% I N
%
1:1 %GENo
oo
N 68182
T F
0
J- 1:1
"fill III,,
FL Cert. 6634
January 9,2014
MAPIHM - Verjfy design parametez� and RPAD MOTES ON 7T11S AND INCL UDED MrEY'PEFERENCE FACE ]SI-74 73 BEFOPE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters showrL and is for an individual building component.
Applicability of design parameters and proper incorporation of component is re,sponsibRity of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporavy brocing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsWi[rity, of the building designer. For general guidance regarding Mffek'
fabrication. quality control. storage, delivery. erection and bracing. consult ANSIITP]l Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 1,�.
1,1,ou jP -4115
thern Pine JSP] lumber isspe clified, the desit.gn values a re those eff( 01S 2013 by AUSC Tampa, Fl- 33610
Tru s
Truss Type
Qty
Ply
FJob
1
T6100070
Lb
26274
-CJ5A
Jack -Open
I
1
Reference (optional)
East Coast Truss, Fort Pierce. FL
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
10.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010rrPl2007
LUMBER
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
7.500 s Oct 18 2D13 Milak Industries, Inc. Wed Jan 08 17:40:53 2014 Page I
ID:Ov3lZS6?OELtWxuORPVrlxzxOVVF-3z9lJ7tzvhPewH-4D6tLOPc2646ZSERUKQIGM5zxMOB
4-10-0
2 1 4-10-0
Scale = 1:19.4
CSI
DEFL in
(loc) Vdefl Ud
PLATES GRIP
TC 0.67
Vert(LL) -0.01
6-9 >999 240
MT20 244/190
BC 0.27
Vert(TL) -0.04
6-9 >999 180
WB 0.00
Horz(TL) 0.00
2 n/a n/a
(Matrix-M)
Weight: 19 lb FT = 0%
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-10-0 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=403/G-8-0 (min. 0-1-8),3=124/Mer-hanical,6=45/MechanicaI
Max Horz 2=276(LC 8)
Max Uplift 2=-308(LC 8), 3=-133(LC 8)
Max Grav 2=430(LC 13). 3=1 37(LC 13), 6=79(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�346/64
BOTCHORD 2-6�207/528
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; LumberDOL=1.60
plate grip DOL=1.60
2) Pla�es 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, with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=308,
3=1 33.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
III% I I I I I I I I
%% �ij I N
G E N
N 68182
T F
A,
.A
L Cert. 663
January 9,2014
,& WAPMNrx - VerIN design powaimetem an d READ NOYES ON THIS AND INCLUDED AffTEKREFERENCE PAGE Iffl-74 73 BEFORE USE.
Design valid for use only %Mth M-Tek 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 sho�
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity 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 ANSIfTPI1 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parka East Blvd.
Safety InIOMnation 7voilable from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA/2314
'D Tampa. FL 33610-4115
IiSouthernPine SP Iumberis:pecified, the desi.=n v3lueS are the OW013 byAL5C
Job
Truss
Truss Type
Qty
Ply
T6100071
lJob
26274
-CJ58
Jack -Open
1
1
Reference (optional)
East Coast Truss, Fort Pierce, FL
3X4 =
4-6-0
7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:40:53 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-3z9lJ7tzvhPewH-4D61LOPc4G440SERUKQIGM5zxM08
Scale = 1:16.9
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC20110/TP12007
CS1
TC 0.53
BC 0.43
WB 0.00
(Matrix-M)
DEFIL in
Vert(LL) 0.04
Vert(TL) -0.07
Horz(TL) 0.01
(loc) Ildefi Ud
5-8 >999 240
5-8 >777 180
1 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 14 lb FT = 0%
LUMBER
BRACING
TOPCHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 4-6-0 oc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=19710-8-0 (min. 0-1-8),2= 141 /Mechanical, 5=64/Mechanical
Max Horz 1=158(LC 8)
Max Uplift 1=-62(LC 8). 2�152(LC 8), 5�12(!_C 8)
Max Grav 1=227(LC 13), 2=157(LC 13), 5=97(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=O.l 8; MWFRS (directional): cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=11.60
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, with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except at=lb)
2=152.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component desiqn) is always required.
LOAD CASE(S) Standard
Qxj IN
E N
N 68182
T F
ftb
%
N 0-
FL Cert. 6634
January 9,2014
FIT
WARPMIG - VeHfy desism Parameters and READ NOTES ON INIS A1VD INCLUDED M=REFER9NCE PAGE bffl-74 73 BEFOPE USE.
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 responsibilrity 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/TPH Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd.
Safety Information 7voilable from Truss Plate Institute, 781 N. Lee Street. Suite312. Alexandria, VA 14. Tampa, FIL 33610-4115
IfSouthernipine SP lumber is specified, the design values are tho. 'FO112013byALK
Job
Trus
Truss Type
Ply
T6100072
Lb
26274
-CJ5C
Jack- Open
I
Reference (optional)
East Coast Truss. Fort Pierce. FL
Adequate Support Required
6
2x4 11
7.500 a Oct 18 2013 MiTek Industries. Inc. Wed Jan 08 17:40:54 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-X9iPXTubg_?WRZGnqOaxd9HATR1 BghdZ42puXzxMO7
4-1-0
4-1-0
4-1-0
Scale= 1: 17.4
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC201 O/TPI2007
CS1
TC 0.39
BC 0.38
WB 0.00
(Matrix-M)
DEFL in
Vert(LL) 0.03
Vert(TL) -0.03
Horz(TL) -0.03
(loc) Vdefi Ud
5-6 >999 240
5-6 >999 180
2 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 14 lb FT = 0%
LUMBER
BRACING
TOPCHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or4-1-0 cc purlins, except
BOTCHORD 2x4 SP No.3
end verticals.
WEBS 2x6 SP No.2
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 6=168/Mechanical.2=123/Mechanical,5=53/MechanicaI
Max Horz 6=169(LC 8)
Max Uplift 6�34(!_C 8), 2�11 43(LC 8). 5=-1 6(LC 8)
Max Grav6=188(LC 13), 2=139(LC 13),5=85(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111, uplift at joint(s) 6, 5 except Gt=lb)
2=143.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the itnalysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
& WARAITHG - VHfy designpcD-ametens and`RRO ROYIES ON 7TITS AND 11VCLUDED AffTFKRBFERE1VCEPAGEftH1-747,1 BEFORE U-SR
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. Broeing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblility, of the
er�tor. Additional permonent 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
safety Information 7vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14.
liSouthern Pine SP lu ni ber is specified, the cleMq�n values are those effective 06 POP2023 byAL.SC
%% %%J111111111
No 601N v
E Ns
o�o
No 6 182
33 T F
.0
N
111111110%
FL Cert. 6634
January 9,2014
ME
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Truss
Truss Type
a ty
FJob
�-E,17
I
[ly
T610007
[ob
26274
Jack -Open
31
1
Reference (optional)
East Coast Truss, Fort Pierce, FIL 7.500 s Oct 18 2013 IVIffek Industries, Inc. Wed Jan 08 17:40:54 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-X9jPXTubg_XVYRZGnqOaxd9EvTMaBghdZ42PUX7xM07
2-0-0 7-0-0
LOADING (psf)
SPACING
2;0-0
CSI
TCLL
20.0
Plates Increase
.25
TIC 0.60
TCDL
15.0
as
Lumber Incre a
1.25
BC 0.66
BCLL
10.0
Rep Stress Incr
YES
M 0.00
BCDL
10.0
Code FBC201 OfTP12007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
REACTIONS (lb/size) 3=181/Mechanical, 2=523/0-8-0 (min. 0-1-8),4=60/Mechanical
Max Harz 2=350(LC 8)
Max Uplift3=-191(LC 8), 2=-358(LC 8)
Max Grav 3=198(LC 13), 2=574(LC 13), 4=107(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�11174/344
BOTCHORD 24�65611650
Scale = 1:24.6
7-0-0
DEFL in (loc) Vdefl Ud PLATES GRIP
Vert(LL) -0.06 4-7 >999 240 MT20 244/190
Vert(TL) -0.18 4-7 >462 180
Horz(TL) 0.01 2 n/a n/a
Weight: 26 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-1-7 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=11.60
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, with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=1 91,
2=358.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is alvi required
LOAD CASE(S) Standard
�U IN
0 GEN
4�'
N 68182
T F IIJ
A'
J# %%
If if
FL Cert. 6634 1
January 9,2014
A Vei� design pm-ametem an d READ A'07 ES ON 711IS AND INCLUDED Aff MR- RBFFJMWE P-4GE 161- 74 70 BEPOPE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shovon. 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 shovwn
is for lateral support of individual velo members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erec'for. 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/TP11 Quality CrIfedc, DSB-89 and BCSI Building Component 69D4 Parke East Blvd.
Safe
Xinformotlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VAM
thern Pine JSPJ lumber isspecified, the design value: a re tho-;E c 0 11/ i 2'023 by ALSC
,03 Tampa, FL 33610-4115
Truss
Truss Type
Ply
[,Qi�_
�
-HJS
Diagonal Hip Girder
b R rence (optional)
East Coast Trun, Fort Pierce, FIL 7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:40:55 2014 Page I
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-?MHnkpvDR]fMAb8SKXvpTqiLpti5w6GnnknNRzzxM06
-2-9-15 5-1-3 7-11-7
2-9-15 5-1-3 2-10-3
c�.
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
10.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC201 OfTP 12007
CS1
DEFL
in (loc)
Vdefl
Ud
TC 0.85
Vert(LL)
-0.11 7-10
>819
240
BC 0.65
Vert(TL)
-0.24 7-10
>377
180
WB 0.11
Horz(TL)
0.01 2
n/a
n/a
(Matrix-M)
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4SPNo.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 2=51310-11-5 (min. 0-1-8), 7=472/0-10-15 (min. 0-1-8)
Max Horz 2=274(LC 7)
Max Uplift2=-442(LC 8), 7=-369(LC 5)
Max Grav 2=763(LC 28). 7=581 (LC 30)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-11 =-2181/481, 11-12=-508/287, 3-12=-427/280
BOTCHORD 2-14=-540/2405, 14-15=-3481428, 7-15=-348/428
WEBS 3-7�475/360
2.4 11 Scale = 1:21.3
4 5
PLATES GRIP
MT20 244/190
Weight: 37 lb FT = 0%
Structural wood sheathing directly applied or 4-0-3 oc purlins, except
end verticals.
Rigid ceiling directly applied or 9-11-3 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation ouide-
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) V�sd=132mph; TCDL=6.Opsf; BCDL=4.Opsf,, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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, with BCDL = 1 O.Opsf.
5) Provide mechanical connection (by others) 9f truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=442,
7=369.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 221 lb down and 143 lb up at
1-3-15, 221 lb down and 143 lb up at 1-3-15, 111 lb down and 97 lb up at 3-11 -0. 111 lb down and 97 lb up at 3-11-0, and 165 lb down
and 184 lb up at 6-8-15, and 152 lb down and 165 lb up at 6-8-15 on top chord, and 28 lb down and 11 lb up at 3-11-0, 28 lb down and
11 lb up at 3-11-0, and 57 lb down and 32 lb up at 6-8-15, and 39 lb down and 4 lb up at 6-8-15 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plo
Vert: 1-4=70, 4-5=-30, 6-8=-20
1, WAPMNG - Veiify design ponrametens an d READ A'O TES ON 7711S AND 11VCLUDED 1,9TEKREFERENCE PAGE M- 74 73 BEFORE USE
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
erector. Additional permanent bracing of the overall siructure 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
SafeXinformation available from Truz Plate Institute, 781 N. Lee Street, Suite 312, Alexan' VA 14
1 5 D 6P
I thern Pine JSPI lumber is-sperified, the design values are those eff.,tnqa,� 0 112 0 13 by A LS C
I N
-E ... N.
N 68182
T F
loo.
19
%
'0�f It.,
FL Cert. 663
January 9,2014
NO*
Welk'
6904 Parke East Blvd.
Tampa. FIL 33610-4115
Job
Tru a
Truss Type
Qty
Ply
T
lJob
26274
-HJ5
Diagonal Hip Girder
Reference (optional)
—st uoam i ruw, — —rce, "
1.5UU S Oat 18 2013 m' a,, industries, Inc. wea jan 013 11:4U.5b 2014 Page 2
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-?MHnkpvDRIfMAb8SIO(vpTqiLpti5w6GnnknNRzzxMO6
LOAD CASE(S) Standard
Concentrated Loads (1b)
Vert: 11 =1 05(F=53, B=53) 12=1 O(F=5, B=6) 13�1 25(F�71, B=54) 14=-4(F=-2. B=-2) 15=-69(F�44, B�25)
QUIN V
E
N 68�182
T F
-40",
-'fill I I I
FL Cert. 6634
January 9,2014
L 'W- =AWARIMMM4G, - -Vey�' design parameters an d P EAD NO —1ES 011 THIS AND BYCL UDED IGTEK RRFERENCE PAGE M11- 74 73 BEFOPE
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 ME
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibirity of the building designer. For general guidance regarding Welk'
fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd.
Safety Information 7voilable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 7,2314. Tampa. FIL 3361 D4115
—1115outhernPine SP lumber isspecified, the deeign valuesare those effective 06101/2013 byAL;SC
Truss
Truss Type
Qty
�Ply
Tob
-HJ7
Diagonal Hip Girder
12
1
Reference foptional)
Last coast I russ, i-on Pierce, P-L 7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:40:56 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrix7xOWF-UYr9y9vrCcnDnijeuFQ202EWYHzFfxawOOXWZPZXM05
6-2-11 9-0-5 9-:0K
5
- _' 1 6 �'
_ 15 6-2-11 3_6_10 12
Scale = 1:24.5
c6 uS A
6-2-11
6-2-11
4
�2-2-2
1!4
9-1 '1
0-A3
Plate Offsets (X.Y): 12:0-0-8.0-1-81
LOADING (psf)
SPACING
2-0-0
CS1
DEFIL
in
(loc)
Ildefi
Ud
PLATES
GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.85
Vert(LL)
0.12
8-9
>992
240
MT20
244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.97
Vert(TL)
-0.19
B-9
>619
180
BCLL 10.0
Rep Stress Incr
NO
WB 0.23
Horz(TL)
0.01
7
n/a
n/a
BCDL 10.0
Code FBC201 OrrPI2007
(Matrix-M)
Weight: 42 lb
FT=O%
LUMBER BRACING
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.1 BOTCHORD
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=592/0-10-15 (min. 0-1-8), 7=397/Mer-hanical, 4=124/Mechanical
Max Horz 2=351 (LC 24)
Max Uplift2=-501(LC 8), 7=-245(LC 8), 4=-122(LC 8)
Max Grav 2=875(LC 28), 7=509(LC 28), 4=1 24(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-13=-20411475,13-14=-796/316, 3-14=-776/301
BOTCHORD 2-16=-544/2259,16-17=-4121750,9-17=-4121750,9-18�4121750,8-18=-412/750
WEBS 3-9�95/564, 3-8=-1 043/573
Structural wood sheathing directly applied or 4-1-15 oc purlins.
Rigid ceiling directly applied or 8-8-9 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=l 70mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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-G-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provitle mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=601,
7=245,4=122.
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) 122 lb down and 97 lb up at 1-3-15,
122 111, down and 97 lb up at 1-3-15, 115 lb down and 104 lb up at 4-1-14,115 lb down and 104 lb up at 4-1-14, and 156 lb down and
170 lb up at 6-11-13, and 156 lb down and 170 lb up at 6-11-13 on top chord, and 100 lb down and 71 lb up at 1-3-15, 100 lb down and
71 lb up at 1-3-15, 28 lb down and 10 lb up at 4-1-14, 28 lb down and 10 lb up at 4-1-14, and 42 lb down and 3 lb up at 6-11-13, and
42 lb down and 3 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
,& WAFWNG - Verify d,_�ign parameters and READ NOTES ON THIS AND INCLUDED bffTEK REFFJZF_NCS PAGE bffl- 7470 BEFOPE USE.
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 responsiblility 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety information 7voilable from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 2314.
liScuthern Pine SP lu m ber isapecified, the design value_z are those effective 0 6/10212013 byAL;5C
. 01j,111111111111
60 1 N
0 GEN"'
1.
oo
N 68182
441
w. T F
0
'ov
.Ile N
I it 111111111"
FL Cert. 6634 1
January 9,2014
PC
MiTek'
6904 Parke East Blvd.
Tampa, FL 3361 D4115
Truss
Truss Type
Qty
Ply
FJo,b,—
T6100075
Lb
26274
-HJ7
Diagonal Hip Girder
12
Reference (optional)
Last coast I russ. t-on Pierce, t-L
7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:40:55 2014 Page 2
ID:Ov3iZS6?OELtWxuORPVrlxz)(OWF-UYr9ygvrCcnDnlieuFQ202EWYHzFfXawOOXwzPzxMO5
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-4�70, 4-5=-30, 6-10�20
Concentrated Loads (lb)
Vert: 13=74(F=37, 13=37) 14=-1 (F=-O, B=-O) I 5=-1 18(F�59, B=-59) 16=72(F=36, B=36) 17=-9(F=-4, B�4) 18�52(]F=-26, B=-26)
IN
N 68182
T F
N
FL Cert. 6634
January 9,2014
WARAITM - VerU�e design pa,-arnefem an d READ MIES ON THIS AND XCLUDRD MTEF'RIRPERENCE PAGE IGI-74 73 BEFORB IJSR
Design valid for use only with MiTek connectom. This design is based only upon parameters shown, and is for an individual building component.
ApplicaUlity 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 respansibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M!Tek'
fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality CrIlerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safe nformatlon va 2314.
ffS,11thern .7,�irble from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, X? -4115
Tampa, FL 33610
Pin umber is�pecffiecl, the desiEn value�;jre those effective 06 0112013byAL5C
Job
Truss
Truss Type
�Qty
r7l
T
26274
A01
Roof Special
1
1
b Reference (optional)
East Coast Truss, Fort Pierce, FL 7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:40:57 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-ykPY9VwUzvv4PvlrSyxHZFngZhLWOuz4F2GUVSZ)(MO4
6-4-11 13-6-8 15-" 23-1-8 26-1-8 27-0-101
0 6-4-11 7-1-13 1-11-0 7-8-0 3-0-0 &10-6
6-oo F1_2
4x6 � 4XS
5 19 6
Scale = 1:52.3
16'
3X4 = 1X4 11 4X4 = 3X4 = 3X4 = 3X4 = 6x5 =
6-4-11 13-6-8 23-1-8
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC201 OrTP12007
CSI
TC 0.89
BC 0.78
WB 0.61
(Matrix-M)
DEFL in (loc) Well Ud
Vert(LL) -0.18 13-15 >999 240
Vert(TL) -0.42 13-15 >775 180
Horz(TL) 0.08 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 153 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
6-7: 2x4 SP No.1
BOTCHORD
Rigid ceiling directly applied or 5-11-14 oc bracing.
BOTCHORD 2x4 SP No.2
WEBS
1 Row at midpt 3-13,7-12
WEBS 2x4 SP No.3
with 2x4 SP No.3 with 2 - 10d (0.1311"x2l") nails and cross brace spacing
of 20-G-0 oc.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1360/0-8-0 (min. G-1-12), 10=1 197/0-8-0 (min. 0-1-8)
Max Horz 2=427(LC 7)
Max Uplift2=-871(LC 8), 10=-668(LC 8)
Max Grav 2=1479(LC 13), 10=1 286(LC 15)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�2338/1178,3-4=-1523/862,4-5=-1419/889, 5-19=-1279/897, 6-19=-1279/897,
6-7�1520/870, 7-8�11458/819
BOTCHORD 2-15=-965/2203,14-15=-965/2203,13-14=-965/2203,12-13=-466/1352,11-12=-681/1495,
10-11=-178/335
WEBS 3-15=0/274, 3-13=-939/561, 5-13=-186/462, 6-12�60/379, 7-12=-357/242,
7-11=-958/670,8-1 1�838/16115, 8-10�1240/553
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf-, BCDL=4.0p4; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water ponding.
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
fit between the bofforn chord and any other members, with BCDL = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=871,
1 0=668.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
.101111111#,,
%%% I N
E
:, - - -�,
N 68182
S
T F
.40,-
N
11111111111%0
FL Cert. 6634 1
January 9,2014
tVAPJffM - Vei�fy dtssigrz pcuwirnefens amd READ NOTES ON 17HIS AND INCLUDED M= REFEIRENCE RAGE Iffl. 7473 REPORE USE.
Design valid for use only With MiTek connectors. This design is based only upon parameters shovwri, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility at building designer - not truss designer. Bracing shown
is for lateral support of individual vweb members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk'
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 wilable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA/2114.
lumber is specified, the clesign values a re tho 0112013 byAL5C Tampa, FL 33610-4115
Job
Truss
Truss Type
T61000,�
lJob
26274
A02
RoofSpecial
1
Reference (OUtional
East Coast Truss. Fort Pierce, FL 7.500 s Oct 18 2013 MiTek Indu des, Inc- Wed Jan 08 17:40:.57 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-ykPY9VwUzvv4PvlrSyxHZFrifmhL5OpT4F2GUVszxMO4
-2-0-0 13-0-0 21-1-8 24-1-8 32-0-0 34-0-0
2_0_0 :V11 6-7-5 0-0 5-1-8 3-0- 7-10-8 2-D-0
Of
6-oo 5_2
4x5 =
4X4 =
Scale = 1:62.2
3x4 = 1X4 11 3x4 = 5X5 = 3x4 = 4X4 =
1b
D
13-0-0 L11
; 241- 32-0-0
_11:.�
6-7-5 Wo
Q�1181 7-10-8
Plate Offsets MY): [2:0-0-12.Edqel.[12:0-2-8.0-3-01
LOADING (pso
SPACING 2-0-0
CSI
DEFL in
(loc) Vdefi Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.94
Vert(LL) -0.34
11-12 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.80
Vert(TL) -0.78
11-12 >491 180
BCLL 10.0
Rep Stress Incr YES
WI3 0.96
Horz(TL) 0.13
9 n/a n/a
BCDL 10.0
Code FBC201 O/TP 12007
(Matrix-M)
Weight: 162 lb FT = 0%
LUMBER BRACING
TOPCHORD 2x4 SP No.2 TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.1 BOTCHORD
Rigid ceiling directly applied or 5-1G-1 1 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required Cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS (lb/size) 2=1573/0-8-0 (min. 0-2-1),9=1587/5-8-0 (min. 0-2-1)
Inatallatim guide.
Max Horz 2=302(LC 7)
Max Uplift2=-987(LC 8), 9=999(LC 8)
Max Grav 2=1 749(LC 13). 9=1 758(LC 14)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�2875/1406, 3-4=-2211/1155,4-5=2120/1179,5-6=-1909/1151, 6-7�2207/1201,
7-21=-2355/1264, B-21=-235511264, 8-9=2696/1295
BOTCHORD 2-14=-1 02212708, 13-14=-1 022/2708, 12-13�586/1994, 11-12=-1 120/2740,
9-11 �1067/2717
WEBS 3-13=-806/488, 5-13=-233/617, 6-12=-323/769, 7-12�1 148/677, 8-11 =-285/862,
7-11 =-712/414
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=6.Opst, BCDL=4.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11,
Exp Q 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) Provide adequate drainage to prevent water ponding.
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
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=987,
9=999.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
% GOIN
N 68182
:XZ
-;53 T r
0
A,
JI
%
FL Cert. 6634 1
January 9,2014
A WARNM - VeHfy design poo-armetem and READ KOIFS ON THIS AnD INCLUDRD bffFW REFERENCE RAGE RHI-747a BEFOPS USE. --
Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is foron individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown HV 11'
is for lateral support of individual welo members only. Additional temporary bracing to insure stability during construction is the responsibiffity of the
er for. Additional permanent bracing of the overall stwcture is the responsibility of the building designer. For general guidance regarding MiTek'
fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informotlon 7valable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
1 lu mber is sp ecified, the de5i.=n val Lies a re those effective 0 15� 02212013 by ALK Tampa. FL 33610-4115
T ss
Truss Type
i�--
7,
1Py
I T610007
A03
Roof Special
,
Job Reference foDtional)
L-,ast coast I russ, "n merce, t-L 7.500 n nrt 18 2013 IVII-Fek Ind-, nes, Inc. Wed Jan 08 17:40:58 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOVv'F-QxzwNrx6kDlx1 3tiOgSW5TJsF5i77PGDTiOl 1 IZXM03
2-0-0 18-0-0 19-1-8, 22-1-8 2!>�l 0 �_2 �O
41_2_2
2_g_0 :1112 4-7-4 7-0-0 1-1-8,
I
A
4X8 �
4X6 =44
5 6
4X4 �
3X4 = 1X4 11 3x4 = 3X4 = 3X8 = 3x8 = 4X4 =
Scale = 1:61.2
6
1 i '_g0 1 18-0-0 1-8
14- _4
32-0-0
:1122 7-0-0 -,1
9-10-8
Plate Offsets (XY): [4:0-5-4,G-2-0l,[9:0-2-4,Edqej
LOADING (psf)
SPACING 2-G-O
CSI
DEFL in
(loc) Ildefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.77
Vert(LL) 0.19
12 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.75
Vert(TL) -0.48
11-21 >801 180
BCLL 10.0
Rep Stress Incr YES
WB 0.35
Horz(TL) 0.12
9 n/a n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 176 lb FT = 0%
LUMBER BRACING
TOPCHORD 2x4 SP No.2 *Except* TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
4-5: 2x4 SP No.1 BOTCHORD
Rigid ceiling directly applied or 6-G-5 oc bracing.
BOTCHORD 2x4 SP No.1
MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.3
be installed during truss erection, in accordance with Stabilizer
REACTIONS (lb/size) 2=158010-8-0 (min. 0-2-0), 9=1580/0-8-0 (min. 0-2-1)
Installation numde.
Max Horz 2=262(LC 7)
Max Uplift2=-996(LC 8), 9=990(LC 8)
Max Grav 2=1718(LC 13), 9=1724(LC 14)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=2740/1396, 3-4=-2253/1271, 4-5�2145/1308,5-6�2319/1373, 6-22=-2089/1230,
7-22=-2089/1230, 7-8�2364/1299, 8-9�270011469
BOTCHORD 2-15=-1002/2546,14-15�1002/2546,13-14=712/2101,12-13�7l2/2101,
11 -1 2=-903/2306, 9-11 =-1 082/2331
WEBS 3-14=-556/356, 4-14=-1 57/540, 4-12�1 32/334, 5-12�2601641, 6-12�692/387,
7-11 =-355/790, 8-11 �389/374, 6-11 =-491/256,
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=6.Opsf; BCDL=4.Opst, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11,
Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.1k
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) The solid section of the plate is required to be placed over the splice line at joint(s) 13.
5) Plate(s) at joint(s) 4. 5, 6, 7. 2, 3, 15, 14, 12, 11, 8 and 9 checked for a plus or minus 0 degree rotation about its center.
6) Plate(s) at joint(s) 13 checked for a plus or minus 6 degree rotation about its center.
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, with BCDL = 10.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=996,
9=990.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
I N
0. E N
4�_
N 68182
T F -'441
All
FL Cert. 6634
January 9,2014
,& WARIEnG - Ver�r design parameters cmd READ NOTES ON MS AND INCLUDED Aff7EKREFEREIVCF PAGE 101-747a BEFORE USE.
Design valid for use onlywith Wekconnectors. This design is based only upon parametersshovwn. and is for on individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shovn
is for lateral support of individual �velo members only. Additional temporary bracing to insure stability during consiruction is the responsibillity of the
erec for. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mffek'
fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS1 BuDdIng Component 6904 Parke East Blvd.
Safet�lnformatlon available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 23 1,1.
lf�,o the rn Pine JSPJ lumberisspecified, the design values a Fe those efi /10 1, 21313 by A LSC Tampa, FL 336104115
Job
Truss
Truss Type
'y
Ply
7,
Lb
26274
A04
Hip
I
Reference footional)
East Coast Truss, Fort Pierce, FL 7.500 is Oct 18 2013 Mi7ek Industries, Inc. Wed Jan 08 17:40:99 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-u7XIaBykVX9oeCSDZN—Iegs1 CU-5sqOMiM]aakzxMO2
2-0-0 6- 16-0-0 23-0-0 27 32-0-0 0
4- 9 9-0-0 , V 4-6-9
2 4-1515 Z55 7-0-0 7-0-0 17 2LO'O
Scale 1:60.1
c�
4x8 =
19
1X4
5
20
US =
44 = 3X4 = 5X8 = 3X4 = 4X4 =
6
LOADING (psf)
SPACING
2-0-0
CS1
DEFL in
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TIC 0.82
Vert(LL) 0.24
11 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.96
Vert(TL) -0.44
11-12 >877 180
BCLL 10.0
Rep Stress Incr
YES
WB 0.48
Horz(TL) 0.14
8 n/a n/a
BCDL 10.0
Code FBC201 O/TP 12007
(Matrix-M)
Weight: 163 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4SPNo.2
BOTCHORD
Rigid ceiling directly applied or 2-2-0 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 guide.
REACTIONS (lb/size) 2=158010-8-0 (min. 0-2-1), 8=1580/0-8-0 (min. 0-2-1)
Max Harz 2=222(LC 7)
Max Uplift2=993(LC 8), 8=-993(LC 8)
Max Grav2=1722(LC 13),8=1722(LC 14)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�2796/1524, 3-4�2479/1339, 4-19=-2707/1590, 5-19=-2707/1590, 5-20�2707/1590,
6-20=-2707/1590, 6-7�248011339, 7-8=-2799/1524
BOTCHORD 2-12=-1 152/2596,11-12=-848/2297, 10-1 11�848/2163, 8-10=-1 152/2433
WEBS 3-112�346/339, 4-12=-72/417, 4-11 �381/737, 5-11 =-561/461, 6-11 =-381/737,
6-10�72/418, 7-10�348/339
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=6.Opsf, BCDL=4.Opsf: h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water poncling.
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
fit between the bottom chord and any other members, with BCDL = IO.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111, uplift at joint(s) except Gt=lb) 2=993,
B=993.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
JLWARNING - VeHfy designponormeters andFSADN07ES ON THIS AND INCLUDED MTEK REFERENCE PAGE Iffl- 74 7.9 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon Parameters shown, and is for an individual building component.
Applicobirity 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 cluring construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responfibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria. DSB-89 and BCS1 BuHdlng Component
Sale
Xinfornnallon .7,ypiirble from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria VA 7,M 14.
thern Pin umber isspecified, the design value-zare thosi effectiv��GGjO:112013 byALSC
'00%J111111111111
I N
"GEN
-10
T F
lop
%b
J#
till tillO
FL Cert. 6634
January 9,2014
M2,
WOW
6904 Parke East Blvd.
Tampa. FIL 33610-4115
Job
Truss
Truss Type
cl�
Ply
LbReference(optionall
26274
A05G
HIP GIRDER
2
East Coast Tmss, Fort Pierce, FL 7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41:02 2014 Page 1
ID:Ov3lZS6?OELtWxUORPVrlxzxOWF-[iCRCC—cOSXMVgAoFVXSGJUavi5m3DnpOJ—FA3zxMO?
4 16-0-0 20-5-2 25-0-0 12 O�O
1 -2:00 7-0-0
2 7-0-0 4-6-14 4-5-2 4-5-2 4-&14 2-.-0'
Scale 1:60.1
c�'
F
c�
4x8 �
3X4 =
1X4 11
3X4 =3X4 =
Ron Fi T 3 20 21224 23 24 5 25 6 7 2627 28 8
4X4 =
2X4 3X4 7X8
3X4
4X8 =
2X4 11
4 6- 0 s2 25-0-0 32-0-0
- '-Q 11�1 1 D 1 1
1 L i +
7-0-0 .14 1 4 20 4--12 4-6-14 7-0-0
4x4 =
6
LOADING (psf)
SPACING
2-0-0
CS1
DEFL in
(loc) Vdefi Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.66
Vert(LL) 0.34
13 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.64
Vert(TL) -0.52
13 >738 180
BCLL 10.0
Rep Stress Incr
NO
WB 0.38
Horz(TL) 0.12
9 n/a n1a
BCDL 10.0
Code FBC201O/TP12007
(Matrix-M)
Weight: 371 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-5-11 oc purlins.
BOT CHORD 2x6 SP No.2
BOTCHORD
Rigid ceiling directly applied or 8-3-6 oc bracing.
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=272410-8-0 (min. 0-1-12),9=2755/0-8-0 (min. 0-1-13)
Max Horz 2=182(LC 24)
Max Uplift 2=-1 853(LC 8),9=-1889(LC 8)
Max Grav 2=3017(LC 29), 9=3026(LC 30)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�5809/3353, 3-20=-6707/4081, 213-21 =-6707/4081, 21-22=-6707/408 1,
4-22�6707/4081, 4-23�72G,1/4389, 23-24�7204/4389, &24=-7204/4389,
5-25�7204/4389, 6-25�7204/4389, 6-7=7204/4389, 7-26�6716/4118,
26-27=671614118, 27-28=-671614118, 8-28�6716/41118, 8-9=-582713434
BOTCHORD 2-15�2730/5225,15-29=-2740/5261, 29-30�2740/5261, 14-30=-2740/5261.
14-31 =-372716796, 31-32=-3727/6796, 13-32=-3727/6796, 13-33�3765/6768.
33-34�3765/6768, 12-34=-3765/6768,12-35=-2813/5163, 35-36=2813/5163,
11 -36�2813/5163, 9-11 �2803/5128
WEBS 3-15�248/863, 3-14�1256/2046, 4-14�992/827, 4-13�392/682, 5-113�539/537,
7-13�345/652, 7-12�974/799, 8-12=-1 19512016, 8-11 �247/862
NOTES
1) 2-ply truss to be connected together with 1 Od (0. 131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords Connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
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 ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; TCDL=6.Opsf, BCDL=4.Opsf,, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. I]*
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.90
plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) The solid section of the plate is required to be placed over the splice line at joint(s) 6.
7) Plate(s) at joint(s) 3, 8, 2. 15, 14, 4, 13, 5, 7. 12, 11 and 9 checked for a plus or minus 0 degree rotation about its center.
8) Plate(s) at joint(s) 6 checked for a plus or minus 5 degree rotation about its center.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=1853,9=1889.
t1111111111111
axj I N
%% .......
GENS
N 68182
-10 -
T F 44/
e, 1�f
FL Cert. 6634 1
January 9,2014
lli�iii — ___ ___
WARNMG - Veri[� dtsign p m-amet. m an d RBAD NO EES ON MIS AND LYCL UDRD M TEK R-EFF11ZENCE PA GE I&] - 74 7a BEF ORE USS.
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilli I,
Design valid for use any vAth WiTek connectors. This design is based only upon parameters sho%vn. and is for on individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shaven MY
ty 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 BCS1 Building Component 6904 Parke East alvd.
Sale Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VAJ2314.
51�-4115
u D
the on P i in e JSPI lum b er is sp e c ifi e d, th e design val u e-z a re those efi 0112013 by ALSC Tampa. FL 33610
Job
Truss
Truss Type
Qty
Ply
26274
A05G
HIP GIRDER
1
2 �
Job Reference (optional)
East Coast Twss, Fort Pierre. FL
7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41:02 2014 Page 2
ID:Ov3lZS6?OELtWxuORPVr,xzxOWF:-IiCRCC—cosXMVgAoFVXSGJUavi5m3DnpOJ_FA3zxMO?
NO ES
12)TSemi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 213 lb down and 223 lb up at 7-0-0, 213 lb down and 223 lb up at 9-0-12,
191 lb down and 223 lb up at 11-0-12, 191 lb down and 223 lb up at 13-0-12, 191 lb down and 223 lb up at 15-0-12, 191 lb down and 223 lb up at 16-11-4, 191 lb down and
223 lb up at 18-11-4, 191 lb down and 223 lb up at 20-11-4, and 213 lb down and 223 lb up at 22-11-4, and 315 lb down and 392 lb up at 25-0-0 on top chord, and 484 lb
down and 263 lb up at 7-0-0, 67 1b down at 9-0-12, 67 lb down at 11-G-12, 67 lb down at 13-G-12, 67 lb down at 15-0-12, 67 lb down at 16-11-4, 67 lb down at 18-11-4, 67 lb
down at 2G-1 1-4, and 67 lb down at 22-11-4, and 484 lb down and 263 lb up at 24-11-4 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3�70, 3-8=-70, 8-110�70, 2-9�20
Concentrated Loads (lb)
Vert: 3=-1 11 (F) 6�1 11 (F) 8�11 65(F) 15=-418(F) 11 =-418(F) 20�11 11 (F) 22=-1 11 (F) 23�1 11 (F) 24�11 11 (F) 25=1 11 (F) 26�11 11 (F) 28=1 11 (F) 29=-40(F) 30�40fl
31 =-40(F) 32=-40(F) 33=-40(F) 34=-40(F) 35=-40(F) 36=40(F)
00 IN V
%GEN
N 68182
T F
F—FL Cert. 6634 1
January 9,2014
a� WAPdffNG - Verify design parameter�s an d PEAD NO TIES ON 7NIS AAfD IA'CL UDBD M I'EK REFERENCE PA GE Ilffl- 74 73 BEFORE USE.
Design valid for use only vifh 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 my
is for lateral support of individual web members only. Additional temporary bracing to Insure stability duting construction is the responsibilfity of the
erec for. 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/11`11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
SafeXInformation 7voijable from Truss Plate Institute, 781 N. Lee Street. Suite 312, At AJP3
1,5 Mont ()6 01 X Tampa, FL 33610-4115
thernPine SP lumberis ipecified, thedesi--n valuez are those effpt:liv.� , 20.1-3 b,ALSC
Tru ss
Truss Type
Q
ply
1
T6100081
Lb
Llob
Bol
Hip
1
1
Reference (optional)
East Coast Trtiss, Fort Pierce.FIL 7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41:03 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrtxzxOWF-mumpQY?EZIfD7qi?oD2hoW1 mg6mWoaGydzjojvzxmo-
2-0-0 6-4-12 12-4-0 16-8-0 22-7-A 1-0-0
�j
2 6-4-12 1 4-4-0 5-11_4
6,
Scale = 1:50.7
6.00 F12 4x4 4X6
18
3X4 � 1X4 11 3X4 = 'SX4 — 3X4 = 5x5 = 3X6
6-1-12 16-8-0
13
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC2010/TPI2007
CS,
Tic 0.60
'C 0 "
WB 0�75
Matrix-M)
DEFIL in (loc) Vdefl Lid
Vert(LL) -0.29 13-14 >999 240
Vert(TL) -0.58 13-14 >556 180
Horz(TL) 0.08 9 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 141 lb FT = 0%
LUMBER
BRACING
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 3-6-2 oc purlins, except
BOTCHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
��ek recommends that Stabilizers and required cross bracing
. Installed during truss erection, in accordance with Stabilizer
installation
REACTIONS (lb/size) 2=1362/G-8-0 (min. 0-1-13), 9=1 195/0-8-0 (min. 0-1-10)
nuide.
Max Horz 2=335(LC 7)
Max Uplift 2=-874(LC 8), 9=-665(LC 8)
Max Gram 2=1540(LC 13), 9=1365(LC 14)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�24211111161, 3-4=-1 722/912, 4-5=-1 631/932, 5-1 8=-1 469/914, 6-1
8=-1 4691914,
6-7�1712/926, 7-8�1822/908, 8-9�1300/666
BOTCHORD 2-14�92012258,13-14=-920/2258,12-13=-493/1530,11-12=-493/1530, 11121-111�68311574
WEBS 3-14=0/263, 3-13=-837/487,5-13=-150/472, 6-1 1�1091402, 7-111�294/2117,
7-10=-273/249, 8-10=-69211533
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=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
QUIN V
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60
plate grip DOL=1.60
%% i�
0
3) Provide adequate drainage to
�GENs*-.
prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
N 68182
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=874,
9=665.
T F
8) "Semi -rigid pitchbreaks including heels�' Member end fixity model was used in the analysis and design of this truss.
0
9) Warning: Additional permanent and stability bracing fortruss system (not part ofthis component design) is always required.
LOAD CASE(S) Standard
J#_
FL Cert. 6634
January 9,2014
WARNM - Ve,-tfy design parcurieters an d READ MOTES ON 7HIS AND !NCLUDED M FEK PEFPIZEME PAGE IGI- 74 73 BEPORE USE.
Design valid for use only with Milek connectom. This design is based any upon parameters shown, and is for an individual building component.
Applicolaffity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown HE
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblifily 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/TPI1 Quality CrIteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information 7vailable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria VA 22314.
1115outhernPine SP lumber is-zpeciiied, the deBi.=n value-% are those effe l.E�06/01,120131ayALK Tampa, FIL 33610-4115
Truss
Truss Type
ty
Ply
T6100082
B02
Hip
1
�Job
Reference (optional)
East Coast Truss, Fort Pierce, FIL 7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41:04 2014 Page 1
ID:Ov3lZS6?OELtVVxuORPVrlxzxOWF-F4KBduOtK3n4l—KBMwZwLkZssVkqX646sdTLEYZXmNz
6-4-12 18-0-0 �1 " 1 27-0-0
6-4-12 �4 7-0-0 3--6-1 5-5-10
2--N 1 4--7 1
0
41
. 1
4x8 =
16
4X6 =
Scale = 1:49.6
3X4 = 1X4 11 3X4 = JX4 — 3xB = 5x5 =
14
LOADING (psf)
SPACING
2-0-0
CSI
DEFIL in
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.95
Vert(LL) -0.17
8-9 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.80
Vert(TL) -0.45
8-9 >712 180
BCLL 10.0
Rep Stress Incr
YES
WB 0.39
Horz(TL) 0.09
8 n/a n/a
BCDL 10.0
Code FBC2010rrPI2007
(Matrix-M)
Weight: 146 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 6-3-5 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 4-9.6-8
with 2x4 SP No.3 with 2 - 1 Od (0. 131 "xW) nails and cross brace spacing
of 20-0-0 oc.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1363/0-8-0 (min. 0-1-12),8=1194/G-8-0 (min. 0-1-9)
Max Horz 2=309(LC 7)
Max Llplifl:2�875(!_C 8), 8�664(!_C 8)
Max Grav 2=1489(LC 13), 8=1304(LC 14)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=2256/1135, 3-4=-1740/1008, 4-16�1430/908,5-16�114301908, 5-6�116351954,
6-7=3651225, 7-8=-319/239
BOTCHORD 2-112�888/2084, 11-12=-888/2084. 10-11 �597/16114. 9-1 0=-597/1614, B-9=-679/1445
WEBS 3-11 =-584/357, 4-11 =-1 67/509, 5-9=1 221382, 6-8�11 5001786
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Call. ]I,,
Exp C; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left and right exposed ; �ncl vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 PSI bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=875,
8=664.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required.
LOAD CASE(S) Standard
A WARNING - Veiify dzigri Parameteirs and READ NOTES ON 7VIS AND INCLUDED 1ff=RRF=VCE PAGE 161-7473 BF�IORE USE.
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 responsbiHity of building designer - not truss designer. Bracing shown
is for lateral support of individual web, members only. Additional temporary bradrig to insure stability during construction is the responsibilrity of the
er for. Additional permanent bracing of the overall stmcture is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TP11 Quality Criterla. DSB-89 and BCSI Building Component
Safety Information 7vailable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314
IiSouthern Pine SP lum ber is 3p e6fied, it he design values a re those effe ctive 06101/iO13 by ALSC
0,11111111111 14F
%% �pu I N v,�
0
N 68182
T F
FL Cert. 6634 1
January 9,2014
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610,4115
s
Truss Type
City
Ply
Fob
�Tru
FJob
2' 'i"',
B03
Hip
Reference (opligoal)
East Coast Truss, Fort Pierce, FIL 7.500 s Oct 18 2013 Mi7ek Industries, Inc. Wed Jan 08 17:41:04 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-F4KBduOtK3n4l—KBMwZwLkZs?VkVX4k6sdTLEyzxMNz
2-0-0 6-3-3 20-0-0 27-0-0
- i V i
2... &3-3 2-8-13 wo 5-6-0 7-0-0
4X8 =
16
1X4 11
4X8 =
Scale = 1:50.0
IF
3X4 = 3A = 3X4 — 3xB = 4x4 = 3x6 11
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC20IOrrPI2007
CS1
TC 0.94
BC 0.82
WB 0.54
(Matrix-M)
DEFIL in (loc) Udefl Ud
Vert(LL) 0.13 10-12 >999 240
Vert(TL) -0.35 12-15 >918 180
Horz(TL) 0.07 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 143 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied, except end verticals.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 6-2-0 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS (lb/size) 2=136410-8-0 (min. 0-1-12),8=1192/0-8-0 (min. 0-1-9)
Installation ouide.
Max Horz 2=268(LC 7)
Max Uplift 2=-873(LC 8), 8=-666(LC 8)
Max Grav 2=1495(LC 13),8=1305(LC 14)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�2186/111611, 3-4=-1940/1086, 4-16�189511153,5-16�1895/1153,6-6=-1895/1153,
6-7�11 7551924, 7-8�1 1881688
BOTCHORD 2-112=-9113/2088,11-112�704/1786, 10-1 1=704/1786.9-10=-648/1504
WEBS 3-12=-324/309, 4-12=-1 62/497, 4-1 O�253/366, 5-1 O�439/384, 6-1 O�298/614,
7-9=567/1313
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph Vasd=132mph;
(3-second gust) TCDL=6.Opsf,, BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
%%% 60 1 N
vl�
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60
%% ii� ......
0
plate grip DOL=1.60
%%
% E N,9
3) Provide adequate drainage to prevent water ponding.
4�_
4) Plates checked for a plus or minus 0 degree rotation about its center.
N 68182
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Z
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
=
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=873,
0 -
8=666.
"Semi
-33 /ST F
8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional and stability bracing for truss system (not of this component design) is always required.
.0.
0
permanent part
LOAD CASE(S) Standard
%
11111111110
FL Cert. 6634
January 9,2014
WARIffiffis - Vo-(fy dcs�gnparametem andREAD NOTES ON 7HIS AMD INCLUDED MTEKPEFERENCEPAGE161-747.3 BEFORE USE.
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 responsiblifily at 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
SafeXinformanon qvaijable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14.
1,5 th e rn III n e JS PI I um be r -is �p e cified, t h e JeAgn va I u es a re thuse E ) M01/2013 byALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
1ply
T6100084
=Reference
26274
B04G
HIP GIRDER
1
2
Job foational)
East Coast Truss, Fort Pierce, FL 7.500 s Oct 18 2013 M ries. Inc. Wed Jan 08 17:41:07 2014 Page 1
ID: Ov3lZS6?OELtWxuORPVrlxzxOWF-ff?KFw2le-9fcR3m 1 37dzMBSsjmbkUoYYbhOrHzxMNw
2:�.O 7-0-0 1, 29-0-0
2�-1 16-11-7 22-0-0
2 7-0-0 0.�g 4-10-13 5-0-9 7-0-0
Scale = 1:53.3
4x8 � IX4 11 3X4 =
3 19 2021 4 22 23 24255 26
27
4x8 =
U4 11 4X4 3X4 1X4 4x4
3X4 3X8 =
7-0-0
L2-19
L2-, 0 29-0-0
7-0-0
,.g
�1
7-0-0
Plate Offsets (X.Y): F3:0-5-4.0-2-01, [6:0-5-4,0-2-01
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defi Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.58
Vert(LL) 0.27
9-11 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.79
Vert(TL) -0.43
9-11 >814 180
BCLL 10.0
Rep Stress Incr NO
WB 0.33
Horz(TL) 0.13
7 n1a n/a
BCDL 10.0
Code FBC201 OrrP]2007
(Matrix-M)
Weight: 274 lb FT = 0%
LUMBER
BRACING
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 4-10-1 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 7-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS (lb/size) 7=2401/0-8-0 (min. 0-1-9),2=2517/0-8-0 (min. 0-1-10)
Max Horz 2=178(LC 24)
Max Uplift 7�11562(!_C 8), 2=-1723(LC 8)
Max Grav 7=2675(LC 30), 2=2785(LC 29)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�500512928, 3-19�5811/3599, 19-20=-5811/3599, 2G-21 �5811/3599,
4-21 =-5811/3599, 4-22=-5811/3599, 22-23�5811/3599, 23-24=-5811/3599,
24-25=-5811/3599, 5-25=-581113599, 5-26�5826/3625, 26-27=5826/3625,
6-27�5826/3625, 6-7�5062/3018
BOTCHORD 2-12�2454/4462, 112-28�2461/44911, 28-29�24611/4491, 11-29�2461/44911,
10-11 =-3378/5841, 10-30=-337815841, 30-31 =-3378/5841, 9-31 �3378/5841,
9-32�2544/4441, 32-33=-254414441, 8-33�2544/4441, 7-8=-2537/4412
WEBS 3-12�1 691706, 3-11 =-I 099/1792, 4-11 =-6991701, 5-9�709/692, 6-9�1 076/1754,
6-8�180/714
NOTES
1) 2-ply truss to be connected together with I Od (0.131 "xW) nails as follows:
Top chords connected as follows: 2x4 - I row at G-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at O�9-0 Do.
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
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf,, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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
5) Provide adequate drainage to prevent water ponding.
6) Plates checked for a plus or minus 0 degree rotation about its center.
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, with BCDL = 10.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=15,
2=1723.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Continued on Daae 2
GO I N V
0 1) � ...... -I.-
\GENS*-.
oo
N 68182
-33 T F
00
FL Cert. 6634 1
January 9,2014
A WARA7NG - Veiify design pai-amet�-s an d PYAD 1,10 YES 01-T 7HIS AND INCL UDED AffTEK RF_FFJ?EWE PACE ]WI. 74 7,31 BF -FORE USE.
Design valid for use only with M'Tek 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 responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mffek'
fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI BuDdIng Component 69D4 Parke East Blvd.
Safety Information railab e from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandra, VA 2314. Tampa, FL 33610-4115
I I ulm ber 6 � p e c ifie d, It In e desi0 va I u ie_s a re those efft /01121113 byALSC
Truss
Truss Type
aty
[J'ab"
T6100084
Leference
26274
B04G
HIPGIRDER
1
�P72
(optional)
East Coast Truss. Fort Pierce. FL
7.500 a Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41:07 2014 Page 2
ID:Ov3lZS6?OELtWxuORPVrlxzxOVVF-VKFw2lc-9fcR3ml37dzMBSsjmbkUoYYbhOrHzxMNw
NOTES
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 213 lb down and 223 lb up at 7-0-0, 213 lb down and 223 lb up at 9-G-12,
191 lb down and 223 lb up at 11-0-12, 191 lb down and 223 lb up at 13-0-12,191 lb down and 223 lb up at 14-6-0, 191 lb down and 223 lb up at 15-11-4, 213 lb down and
223 lb up at 17-11-4, and 213 lb down and 223 lb up at 19-11-4, and 358 lb down and 377 lb up at 22-0-0 on top chord, and 484 lb down and 263 lb up at 7-0-0, 67 lb down at
9-0-12, 67 lb down at 11-0-12, 67 lb down at 13-0-12, 67 lb down at 14-6-0, 67 lb down at 15-114, 67 lb down at 17-114, and 67 lb down at 19-11-4, and 484 lb down and
263 lb up at 21-11-4 on bottom chord. The design/selection of such 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plD
Vert: 1-3=-70, 3-6=�70, 6-7�70,113-116=20
Concentrated Loads (lb)
Vert: 3=1 11 (13) 6=-165(B) 10=-40(B) 12�418(B) 13=4118(B) 119�11 11 (B) 21�1 11 (B) 22=-1 11 (B) 23=-1 11 (B) 24�1 11 (B) 26�11 1 I(B) 27�1 1 l(B) 28=-40(B) 29=-40(B)
30�40(13) 31=-40(B) 32=-40(B) 33�40(1]1)
QXJ IN V
E N,�'
N 68182
:xz
T F
N
FL Cert. 6634 1
January 9,2014
A WARNING - Veirify design p ammetevs cm d READ NO FES ON MIS AND INCL UDED 1CFEk RLIF-EREME PA GE RHI - 74 73 BFFORS IJM.
Design valid for use only Wth MTek connectors. This design is based only upon parameters shoviri, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibltity of building designer - not truss designer. Bracing showri Iva
is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibilrity 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 ANSIfFPI1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd.
Safety Information vlable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA/231A
Tampa. FIL 33610-4115
—liSouthern Pine SP luniberis:pecified, the design value-% are those effi 01, 2013 byAL5C
a
j Job
Truss
Truss Type
Qty
pr�
ly
F
T6100085
26274
C01
Common
5
1
IF
Jbre rence(optionall
tast L;oast i russ, t-on Pierce, FL 7.500 q Oct 1112013 Mi-rek Industries, Inc. Wed Jan 08 17:41:07 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-ff?KFw2lc-9fcR3ml37dzMBS?jmZkWOYYbhOrHzxMNw
2-0-0 4-5-13 10-8-0 16-10-3 21-4-0 -0
2 4-5-13 6-2-3 6-2-3 4-5-13 2!410
LOADING (pso
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
Scale = 1:41.6
4x4 �
14
6
�Xq — 3X4 — I
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incir YES
Code FBC201101TPI2007
CSI
DEFIL
in (loc)
Vdefl
Ud
TC 0.64
Vert(LL)
-0.21 B-10
>999
240
BC 0.80
Vert(TL)
-0.43 B-10
>590
180
WB 0.25
Horz(TL)
0.06 6
n1a
n/a
(Matrix-M)
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD
BOTCHORD 2x4 SP No.2 BOTCHORD
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=1100/0-8-0 (min. 0-1-8), 6=1100/0-8-0 (min.0-1-8)
Max Harz 2�255(!_C 6)
Max Uplift2=-725(LC 8), 6�725(1_C 8)
Max Grav 2=1 209(LC 13). 6=1 209(LC 14)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�1 892/985, 3-4�1 679/885, 4-5�1 682/885, 5-6�1 897/985
BOTCHORD 2-10=-692/1833,10-17�246/1107,9-17�246/1107,8-9�246/1107, 6-8�692/1659
WEBS 4-8�26X730, 5-8=-408/402, 4-1 0=-263f725, 3-1 0=4071402
PLATES GRIP
MT20 244/190
Weight: 102 lb FT = 0%
Structural wood sheathing directly applied or 3-4-8 oc purlins
Rigid ceiling directly applied or 7-0-14 cc 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.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Cpsf, BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber Dl
plate grip DOL=1.60
3) The solid section of the plate is required to be placed over the splice line at joint(s) 9.
4) Plate(s) at joint(s) 2, 8, 4, 5, 10, 3 and 6 checked for a plus or minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about As 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 bet�veen the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of'withstanding 100 111 uplift at joint(s) except (jt=lb) 2=725 ,
6=725�
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
'tit I 111111
I N
0 E N,�
N 68182
-10
F
0
40i
too
F__�L Cert. 6634 —]
January 9,2014
,& WARNrNG - Vet�N design paraynet� mn d PEAD NO TES ON THIS AND INCLY VDIRD bffY'EK REFEPSNCE PAGE Affl- 74 73 BEFORE USE,
Design valid for use only Yvith MiTek connectors. This design is based only upon parameters sho�. and is for an individual building component.
Applicability of design parameters and proper incorporation at component is responsibility of building designer - not truss designer. Bracing shown
is far lateral support of individual web members only. Additional temporary bracing to insure stability during corstwction is the responsibility of the
ere'clor. 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 brocing, consult ANSI/TP11 Quality CFHedo, DSB-89 and BCS] Building Component 69D4 Parke East Blvd.
Sale
if jinformation available from Tmss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA �,2314 Tampa, FL 33610-4115
the rn Pine JSPI lumber is sperified, the design valup: a re those effective C 610 1/2013 by ALSC
job
Truss
Truss Type
Qpy
Ply
T6100086
Lb
26274
CO2
Common
4
1
Reference (optional)
East Coast Truss, Fort Pierce, FL 7.500 s Oct 18 2013 MiTek Industries. Inc. Wed Jan 08 17:41:68 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-7sZiTG3NNIHVVDbeybmesVakdY76JTuFhnFRZNjzxMNv
i__-2-0-0 i 4-5-13 10-8-0 15-1-0
2-0-0 4-5-13 6-2-3 4-5-0
5X6 =
A
.Xq — oxt, —
Scale = 1:36.7
LOADING (pso
SPACING
2-0-0
CS1
DEFIL
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.59
Vert(LL)
-0.25
6-7
>715
240
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.83
Vert(TL)
-0.46
&7
>393
180
BCLL 10.0
Rep Stress Incr
YES
WB 0.57
Horz(TL)
0.02
6
n/a
n/a
BCDL 10.0
Code FBC201 01T1312007
(Matrix-M)
Weight: 79 lb FT = 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 2=82310-8-0 (min. 0-1-8), 6=662/Mechanical
Max Horz 2=396(LC 7)
Max Uplift 2=-567(LC 8), 6=-373(LC 8)
Max Grav 2=91 2(LC 13), 6=766(LC 15)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�1 282/649, 3-4�1 0381544
BOTCHORD 2-7�548/1251, 7-11 =-223/479, 11-12=-223/479, 6-12=-223/479
WEBS 3-7�425/419, 4-7�27111781, 4-6�6641267
Structural wood sheathing directly applied or 4-8-12 oc purlins, except
end verticals.
Rigid ceiling directly applied or 7-113-114 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.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=11.60
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 2-13-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=567,
6=373.
8) "Semi -rigid pitchbreaks including heels�'Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
t1itiIIIIIIIIIIII, 11.*,f
I N
S
N 68182
cc X
% T F
,0 -
FL Cert. 6634 1
January 9,2014
A IVARKNG - Ver�N design paramdem an d PFAD NO 7ES ON THIS AND INCL UDED Iff TEK REFERENCE PAGE bffl- 74 73 BEFORE USE.
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 MV
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 at the overall structure is the responsbilly of the building designer. For general guidance regarding MiTek'
fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 69134 Parke East Blvd.
Safety Information 7vailable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA M 14. Tampa. FIL 33610-4116
li-Southern Pine SP lu m ber is sp e c1fi ed, It h e design val u e5 a r e thu /0112013 byALSC
Job
Trus S
Truss Type
ply
T
26274
CO3
Roof Special
Lb
Reference (optional)
East GOaSt TrUSS, Pon Pierce, FIL 7.500 s Oct 18 2013 Walk Industries, Inc. Wed Jan 08 17:41:08 2014 Page I
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-7sZjTG3NNIHWDbeybmesVakbx786TpNhnFRZNjzxMNv
6-4-13 8-4-0
i 1 10-8-0 1 a-0-0 !L- 0
&4-13
1-11-3 2-4-0 2-4-0 2-11--11
LOADING (psf)
SPACING
2-0-0
TCLL 20.0
Plates Increase
1.25
TCDL 15.0
Lumber Increase
1.25
BCLL 10.0
Rep Stress Incr
YES
BCDL 10.0
Code FBC201 OrrPI2007
LUMBER
TOP CHORD 2x4 SP No.2
*Except*
8-9,4-8: 2x4 SP No.3
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
1X4 =
1X4
Scale = 1:35.7
6-4-13 gm 10-8-0 i 13-0-0 1-1-0
6-4-13 8 3-10-12 2-4-0 2-1-0
CSI
DEFL
in
(loc)
Udell
Ud
TC 0.76
Vert(LL)
-0.15
6-7
>999
240
BC 0.65
Vert(TL)
-0.37
6-7
>480
180
WB 0.88
Horz(TL)
0.02
6
n/a
n/a
(Matrix-M)
REACTIONS (Ibisize) 6=651/Mechanical, 2=834/0-8-0 (min. G-1-8)
Max Horz 2=394(LC 7)
Max Uplift 6=-476(LC 5), 2�575(]_C 8)
Max Grav 6=737(LC 13), 2=921(LC 13)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1081/464, 34�1060/613, 5-6�2281255
BOTCHORD 2-7=733/1144, 6-7�48917011
WEBS 3-7=3041309, 4-6=-744/458, 4-7=-272/664
PLATES GRIP
MT20 244/190
Weight: 86 lb FT = 0%
BRACING
TOPCHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, except
end verticals. Except:
6-0-0 cc bracing: 4-5
BOTCHORD Rigid ceiling directly applied or 8-0-8 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.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opst, BCDL=4,Opsf,* h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MVVFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=11.60
3) Provide adequate drainage to prevent water ponding.
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
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=476,
2=575.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
,& WAPMNI, - Verify d�ign p arain eter� mn d P PAD A10 TIES ON THIS AND INCL UDED AffTEK REPBROWE FA GE PHI - 74 73 BEF ORE USE.
Design valid far use only with m7ek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability at design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of inclividucil -elo 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 responsiUlity of the building designer. For general guidance regarding
fabrication, quality control. storage. delivery. erection and bracing. consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component
Sale 314.
If %Information available from Truss Plate Institute, 781 N. Lee Street, Suite31Z Alexandra, VA
th e rn P ine J5131 lumber is sp ec ified, th e design valueB are tbo:e efi P01121313 byALSC
I I I I I I
GO IN
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N 9-) 6 t85 11,18 2
53 T OF 1JJ
10.
.A
%%
N�A
FL Cert. 6634
January 9,2014
MiTek'
69D4 Parke East Blvd.
Tampa, FL 33610-4115
ob
Fuss
Truss Type
city
pl�
y
P
�T
T6100088
C04
Hip
1
1
1
Job Feferenre foptional)
East coast Truss, "n Hierce, FIL 7.500 - n,t 18 nes, Inc. Wed Jan 05 17:41:09 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlx7xOWF-b274gc3?8bQNrID89T952nHqEwSoCRmr?vA6v9zxMNu
-2-0-0 6-3-6
i i 12-4 15-0-10 1 21-4-0 i � -0
2-0-0 6-3-6 3-4-0 2-8-10 1 6-3-6 1!i, �.
Scale = 1:42.3
4X4
4X4
JX4 3X4 —
LOADING (pso
SPACING
2-11
CS1
TCLL
20.0
Plates Increase
1.25
TC 0.46
TCDL
15.0
Lumber Incr .as.
'.25
BC 0.75
BCLL
10.0
Rep Stress Incr
YES
WB 0.17
BCDL
10.0
Code FBC201 OfrP12007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=1100/0-8-0 (min. 0-1-8),7=1100/0-8-0 (min. 0-1-8)
Max Harz 2=222(LC 7)
Max Uplift2�725(!-C 8), 7=-725(LC 8)
Max Grav 2=1237(LC 13), 7=1237(LC 14)
DEFL in (loc) Ydefl Ud PLATES GRIP
Vert(LL) -0.15 9-17 >999 240 MT20 244/190
Vert(TL) -0.37 9-17 >695 180
Horz(TL) 0.05 7 n/a n/a
Weight: 98 lb FT = 0%
BRACING
TOPCHORD Structural wood sheathing directly applied or 4-2-13 oc purlins.
BOTCHORD Rigid ceiling directly applied or 8-2-13 oc 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.
TOPCHORD 2-3�1 620/841. 3-4�11 3871762, 4-1 8�1 2051713, 5-18=-1 2051713, 5-6=-1 387/762,
6-7�1620/841
BOTCHORD 2-11 �509/2027, 10-11 =-289/1271, 9-1 0�289111271, 7-9�509/1902
WEBS 3-11 =-364/328, 4-11 =-11 94/462, 5-9=1 94/463, 6-9=-365/328
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=6.Opsf; BCDL=4.Opsf,, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water ponding.
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 3-65-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=725,
7=725.
8) "Semi -rigid pitchbreaks including heels!' Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
% "it I I I I I I I
o% GO IN V,§
E N
o-
N 68182
T F IJJ
FL Cert. 6634 7
January 9,2014
,& WARWNG - V�-ify design jp�metevs and RF4 NOTES OM 7KIS AND XCLUDED JffTEKREFERFNCE FACE 161-7473 BEFORE USE.
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 parameters and proper incorporation of component is responsilMly 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 responsiblility, of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M!Tek'
fabrication. quality control. storage, delivery. erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
SoleXinformation available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Ale a.ntoria 314.
px '121/2013 byALSC -4115
e jv� V Tampa, FL 33610
thern Pirie 15131 lumber 4:pecified, the dasign valuez are those e 06 0
Job
Truss
Truss Type
QtY
I ]P71Y
T6100089 ]
26274
C05G
Hip Girder
1
1
1
ob Reference (ODtional)
J Jc
East Coast Tnuss, Fort Pierce, FL 7.500 s Oct 1R 9011 MiTek Industries, Inc. Wed Jan 08 17:41:10 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-3EhSux4dvvYETvoLjBgKa?pxdwk4 . _ _
�2-0-.O 7-0-0 14-4-0 21-4-0 3:4-0
I--- I 1�110
-D-0 1L
7 1., 3-8-0 7-0-0 2
4)(6 =
c�
Z
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC2010rrP12007
CSI
TC 0.74
BC 1.00
WB 0.42
(Matrix-M)
LUMBER
TOPCHORD 2x4 SP No.1 *Except*
3-5: 2x4 SP No.2
BOTCHORD 2x4 SP No.1
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS (lb/size) 2=1 873/0-8-0 (min. 0-2-7), 6=1 891/0-8-0 (min. 0-2-7)
Max Horz 2=-182(LC 23)
Max Uplifl:2�11295(!-C 8), 6=-1317(LC 8)
Max Grav 2=2073(LC 29), 6=2072(LC 30)
Scale = 1:42.3
3X4 =
4X6 =
OX0 — JM —
DEFIL in (loc) Udefi Lid PLATES GRIP
Vert(LL) 0.19 8-10 >999 240 MT20 244/1190
Vert(TL) -0.51 8-10 >501 180
Horz(TL) 0.11 6 n/a n/a
Weight: 98 lb FT=O%
BRACING
TOPCHORD Structural wood sheathing directly applied or 2-9-2 oc purlins.
BOTCHORD Rigid ceiling directly applied or 4-7-12 oc 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.
TOPCHORD 2-3=3491/1982, 3-17=-3091/1874, 4-17�3091/1874, 4-1 8=-3090/1915, 5-18�3090/1915,
5-6=3508/2030
BOTCHORD 2-1 O=-1 503/3137, 10-19=1 823/3404, 9-19=-1 823/3404, 9-20=-1 823/3404,
20-21 =-1 82313404, 8-21 =-I 823/3404, 6-8=-1 565/3OB7
WEBS 3-10=-469/1116, 4-10=-4621451, 4-8=-395/343,5-8�400/1088
I
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=6.Opsf; BCDL=4.Opsf*, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) The solid section of the plate is required to be placed over the splice line at joint(s) 9.
5) Plate(s) at joint(s) 3, 5, 2, 10, 4, 8 and 6 checked for a plus or minus 0 degree rotation about its center.
6) Plate(s) at joint(s) 9 checked for a plus or minus 3 degree rotation about its center.
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, with BCDL = I O.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=Ib) 2--1295
6=1317.
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 device(s) shall be provided sufficient to support concentrated load(s) 213 lb down and 223 lb up at
7-0-0. 213 lb down and 223 lb up at 9-0-12, 213 lb down and 223 lb up at 1M-0, and 213 lb down and 223 lb up at 12-3-4, and 315
lb down and 392 lb up at 14-4-0 on top chord, and 484 lb down and 263 lb up at 7-0-0. 67 lb down at 9-G-12, 67 lb down at 10-8-0,
and 67 lb down at 12-3-4, and 484 lb down and 263 lb up at 14-3-4 on bottom chord. The design/selection of such 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.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Continued on Daae 2
M
14
6
% WIII I I I I I 11'r
%%% t�,GU I N V
E N
N 6818
cc Z
T F
F FL Cert. 663
January 9,2014
A WAPhM - Ver% design parametem and READ NOTES ON 7711S AAFD INCLUDED MTZK REFERENCE RAGEE 161- 74 73 BEFORE USE.
Design valid for use only %Mih 1ATTek connectom. 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 far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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/111`11 Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd.
Safety Information 7voilable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 14. Tampa, FL 33610-4115
if I um b er is sp e c !tied, th e d efign va I u es a re tho P01/2013byALSC
Job
Truss
Truss Type
City
Ply
T61000
�Job
26274
C05G
Hip Girder
1
1
Reference (optional)
East Coast Truss, Fort Pierce, FIL
7.500 s Oct 18 2013 Mirek Industries. Inc. Wed Jan 08 17:41;10 2014 Page 2
ID:Ov3]ZS6?OELtWxuORPVrlxzxOWF-3EhSux4dvvYETvoLjBgKa?pxdwk4xq�_EZwgSbzxMNt
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plo —
Vert: 1-3�70, 3-5�70, 5-7=-70, 11-14=-20
Concentrated Loads (lb)
Vert: 3=-1 11 (F) 5�11 65(F) 1 0=-418(F) 4=1 11 (F) 8=411 B(F) 17=-1 11 (F) 18=-1 11 (F) 19=-40(F) 20�40(1`) 21 =-40(F)
t"j,111111111111
GO I N V
E N
N 68182
x Z
T F
%
FL Cert. 6634
January 9,2014
A WARMNG - Verify des ign P at -am etem an d READ M TES ON THIS AAFD INCL UDED Aff FFX REFFJ?,11rL E P.A GE Yff1 - 74 73 BEF ORE USE.
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 ITS
is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibility 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.
Safe I , lexandria VA 223 1 Tampa, FIL 33610-4115
if %information available from Truss Plate Institute. 781 N. Lee Street, Suite 3 2 A e
th e rn P! n e 15 131 lum be r is:sp eciti ed, t In e d esign va I u es a re those effe ctv� 06/011h(313 byALSC
J
T ss
pe
Qty
Lob
7-,-Ulls�lsiTy
[IV
T6
Lb
26274
D01
1
1
Reference (optional)
East Coast Truss, Fort Pierce. FIL 7 ' 500 s Oct IS 2013 MiTek Industries, Inc. Wed Jan 08 17:41:10 2014 Page I
ID:Ov3[ZS6?OELtWxuORPvrlx7xOWF-3EhSux4dvvYETvoLjBgKa?pxOwrKxsz—EZwgSbzxMNt
�2_�-O B-4-11 15-0-8 15- -0
B-4-11 6-7-13 048
3X4 11 Scale = 1:448
R no 5_2
3X4 — 1X4 11 5x5 �
LOADING (psf)
SPACING
2-1-0
CS1
TCLL
20.0
Plates Incre as'
1.25
TC 0.76
TCDL
1 5.0
Lumber Increase
BC 0.54
BCLL
10.0
Rep Stress Incr
YES
WB 0.30
BCDL
10.0
Code FBC201O/TPI2007
(Matrix-M)
DEFL in (loc) Ildefi Ud PLATES GRIP
Vert(LL) -0.07 6-9 >999 240 MT20 244/190
Vert(TL) -0.21 6-9 >857 180
Horz(TL) 0.02 5 n1a n/a
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
BOTCHORD
4-5: 2x4 SP No.2
WEBS
REACTIONS (lb/size) 2=846/0-8-0 (min. 0-1-8), 5=639/Mechanical
Max Horz 2=673(LC 7)
Max Uplift2=-563(LC 8), 5�377(1_C 8)
Max Grav 2=921(LC 13), 5=810(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�1436/402, 34�337/176
BOTCHORD 2-6�1009/20310, 5-6=-4361847
WEBS 3-6=0/323, 3-5�9321569
Weight: 79 lb FT = 0%
Structural wood sheathing directly applied or 4-7-10 oc purlins, except
end verticals.
Rigid ceiling directly applied or 8-6-8 oc, bracing.
1 Row at midpt 4-5,3-5
with 2x4 SP No.3 with 2 - 1 Od (0.131"x3") nails and cross brace spacing
of 20-0-0 oc.
M7iek 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=6.Opsf,, BCDL=4.Opsf; h=25ft; B=45ft: L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=O.l 8; 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, with BCDL = 1 O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=563,
5=377.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
..%0,111111111111
%% QU I N 4�,
E N s
N 68182
1 IZ
T F
rA, %
��%
kl% % %
% %
FL Cert. 6634
January 9,2014
WARMNIG - Verify design panrcrrnetem orn d READ ATO TIES ON THIS AND IjYCL UDED JUTEK REFERENCE PAGE bffl- 74 73 BEFORE USE. 2,
Design valid for use only with Mi7ek 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 at building designer - not truss designer. Bracing shown MV
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblifity at the
erector. Additional permanent bracing of the overall structure is the respansibMity, of the building designer. For general guidance regarding Mffek'
fabrication. quality control. storage. delivery. erection and bracing, consult ANSIJTPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd.
Safety Information 7vallable from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA/2314.
(I Tempe. FIL 3361 "115
1. mbe r is sp e C ifi e d, t In e d esign v3I u e: a r e those effe 01/2013 byALSC
Job
Truss
Truss Type
Qty
Ply
T
�
26274
D02
Half Hip
1
1
Job Reference (optional)
East Coast Truss, Fort Pierce, FIL
11
7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41:112014
ID:Ov3lZS6?OELtMuORPVrlxzxDWF-XRFa5H5GaDa543MXGuBZ7CM68KBZaJDB'
2-0-0 B-4-11 6-5-5
3X4 11 Scale = 1:44.6
6 00 F1 —2 4
3X4 = 1X4 11 5x5 =
LOADING (pso
SPACING
2-0-0
CS1
TCLL
20.0
Plates Increase
25
.:"2
TC 0.76
TCDL
15.0
Lumber Increase
1.,5
BC 0.54
BCLL
10.0
Rep Stress Incr
YES
WB 0.30
BCDL
10.0
Code FBC201 Orl-1312007
(Matrix-M)
DEFIL in (loc) Ydefl Ud PLATES GRIP
Vert(LL) -0.07 6-9 >999 240 MT20 244/190
Vert(TL) -0.21 6-9 >857 180
Horz(TL) 0.02 5 n/a n/a
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
BOTCHORD
4-5: 2x4 SP No.2
WEBS
REACTIONS (lb/size) 2=846/0-8-0 (min. 0-1-8), 5=639/Mechanical
Max Horz 2=673(LC 7)
Max Uplift2=-563(LC 8), 5�377(!-C 8)
Max Grav 2=921 (LC 13), 5=81 O(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1436/402, 3-4�337/176
BOTdHORD 2-6�1009/2030, 5-6=-436/847
WEBS 3-6=0/323, 3-5�932/569
Weight: 79 lb FT = 0%
Structural wood sheathing directly applied or 4-7-10 oc purlins, except
end verticals.
Rigid ceiling directly applied or B-6-8 oc bracing.
1 Row at micipt 4-5.3-5
with 2x4 SP No.3 with 2 - 1 Od (0. 131 "xT') nails and cross brace spacing
of 2G-0-0 oc.
�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=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. III,
Exp C; 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, with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=563,
5=377.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
I N
N 68182
T F
is,
N J-
F FL Cert. 6
January 9,2014
WARA7NG - Vetify design pmrameters arrid READ A101ES ON YHIS AND INCLUDED Aff=RRFPJMWE PAGE Iffl-7473 BEFORE USE
Design valid for use only Wth Welk connectors. This design is based only upon parameters sho�, 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 shavvn
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Wek'
fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safe
If Xfnformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 72314. Tampa, FL 3361 D-4115
th e rn 131 ne ISPJ I u m ber is sp e c ified, t he de5ign v3 lu e � a re tho se effE ctiv e 40 6/0 1120 13 by ALSC
Truss Type
oty
ply
PTruss
Lb
DO 3
Half Flip
Reference (optional)
hast L;oast I russ, Fort Pierce, FL 7.500 s Oct 18 2013 Mi7ek Industries, Inc. Wed Jan 08 17:41:112014 Page 1
ID:Ov3lZS6?OELtWxuORPVrix7xOWF-XRFq5H5GgDg543MXGuBZ7CM2aK4ogDp8TDfD-2zxMNs
-2-0-0 6-4-12 13-0-8 15-1 0
2-0-0 6-4-12 6-7-12 2-0-i
5x5 3x4 Scale = 1:40.7
6.00 F12
3X4 = 3X4 — 5x5 =
13-0-8
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC201 OfTPI2007
CS1
TC 0.99
BC 0.97
WB 0.65
(Matrix-M)
DEFL in
Vert(LL) -0.34
Verti[TL) -0.59
Horz(TL) 0.02
(loc) I/defi Ud
7-8 >528 240
7-8 >302 180
7 n/a n1a
PLATES GRIP
MT20 244/190
Weight: 88 lb FT=O%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-6-12 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 5-8
with 2x4 SP No.3 with 2 - 10d (0.11311"xZ") nails and cross brace spacing
of 20-0-0 oc.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (IbIsize) 2=831/0-8-0 (min. 0-1-8),7=654/Mechanical
Max Horz 2=594(LC 7)
Max Uplift2=-559(LC 8), 7=-407(LC 5)
Max Grant 2=929(LC 13), 7=880(LC 13)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�111176/483, 34=-112501729,4-5�1154/753
BOTCHORD 2-8=669/1136, 8-12=-237/272, 112-13�237/272, 7-113�237/272
WEBS 3-8�5118/523, 5-8�662/1229,5-7�724/461
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=6.Opsf; BCDL=4.Opsf,"h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and1right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about As center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) 2=559,
7=407.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
AWARNING- VenY%r desismjpa�netem �-;dRE24DAIOTES ON THIS AND INCLUDED AffTEKPEPERENCE PAGE 1191. 7473 BEFORE USE.
Design valid for use any with Mlek connectors. This design is based only upon parameters sho�, and is for an individual building component.
Applicabiffity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing sho�
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/TPI1 Quality Cdterla, DSB-89 and BCSI Building Component
Safe 014.
If ,!�Informaflon 7volable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA
thernPine SIP lumber ii�specified, the desiznvaluei are those effective 06/0,12013 bvAL5C
IN
0 E N*
'S
.0
N 68 82
T F
0
FL Cert. 6634
January 9,2014
aff
MiTek'
6904 Parke East Blvd.
Tampa. FIL 33610-4115
Job
Jo
Truss
Truss Type
Qty
[2-6274
T6100093
D04
Half Hip
1
�7�ob
eference, (ootional)
East Coast Truss, Fort Pierce, FIL 7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41:12 2014 Page I
ID:Ov3lZS6?OELtVV)(uORPVrlxzxOWF-OdpDJd6uRWOYiCxjqciogQvEnkQ1 PgPHhtPmWUzxMNr
-2-0-0 6-4-12 12-10-0 15-10
2-0-0 6-4-12 6-5-4
41
6
6.00 F-2 5X5 = 3x4 = Scale = 1:40.1
JX4 5x5 =
LOADING (psf)
SPACING
2-1-1
CSI
TCLL
20.0
Plates Increase
1.25
TC 0.96
TCDL
15.0
Lumber Incr .. e
'.2'
. ,
BC 0.97
BCLL
10.0
Rep Stress Incr
YES
WB 0.62
BCDL
10.0
Code FBC201 01TP12007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=831/0-8-0 (min. 0-1-8), 7=654/Mechanical
Max Horz 2=585(LC 7)
Max Uplil`1:2�560(LC 8), 7=-41 1 (LC 5)
Max Grav 2=930(LC 13), 7=874(LC 13)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�11 175/481, 34�1 245/722, 4-5�1 1511745
BOTCHORD 2-8�675/11131, 8-12�246/288,12-13�2461288,7-13�246/288
WEBS 3-8�508/513, 5-8�643/1206, 5-7=-7081447
DEFL in
Vert(LL) -0.34
Vert(TL) -0.59
Horz(TL) 0.02
(loc) Udefi Ud
7-8 >529 240
7-8 >303 180
7 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 87 lb FT = 0%
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-8-6 oc purlins, except
end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing -
WEBS
1 Row at midpt 5-8
with 2x4 SP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing
of 213-0-0 oc.
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.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf,, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; �nd vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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
fit between the bottom chord and any other members, with BCDL = 10.0psf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=560,
7=41 1.
9) "Semi�rigid pitchbreaks including heele' Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
I N
N 68182
-10
T OF IJ
0.
4kb
0
% 1�k
FL Cert. 6634
January 9,2014
VLY-ify design jocn-ametem ouri d P EAD NOYEES ON 7711S AnD XCL UDED M TEK R&FPJZEWE PACE 01- 74 73 BEF ORE USE.
Design valid for use only Wth M-Tek connectorrs. This design Is based only upon parameters shovvn, 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 shovzn
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek'
fabrication. quality controt, storage. delivery. erection and bracing. consult ANSf/TPl1 Quality Criterla. DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information 7vailable from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA R14.
—IfSouthernPine SP lumber is -specified, the design values are those effeEtive 06)01121313 byAL5C Tampa, FL 3361 D-4115
Job
Trus
Truss Type
Qty
Ply
�
26274
D05
Half Hip
1
1
Job Reference (optional)
East Coast Truss, Fort Pierce, FL 7.500 s Oct IS 2013 MiTek Industries, Inc. Wed Jan OB 17:41:12 2014 Page I
ID:Ov3lZS6?OELtwxuORPVrlxzxOWF-OdpDJd6uRWoyiCxjqciogQvGPkRKPgjHhtPmwuzxmNr
-2:(l 6A-12 i 11-68 i !N-0
2 1 5-4-12 5-1-13 .18
5X5 = 3X4 11 Scale = 1:36.5
6-4-12 11-6-8 15-1-0
LOADING (pso
SPACING
2-01
CSI
TCLL
20.0
Plates Increase
1.2_
9
TC 0.79
TCDL
15.0
Lumber Increase
1.2�
.
BC 0.95
BCLL
10.0
Rep Stress Incr
YES
VVB 0.60
BCDL
10.0
Code FBC20110/TPI2007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=832/0-8-0 (min. 0-1-8), 6=652/Mechanical
Max Harz 2=531(LC 7)
Max Uplift 2=-566(LC 8), 6=-432(LC 5)
Max Grav 2=936(LC 13), 6=837(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 165/469, 3-4�1 2081699
BOTCHORD 2-7�709/11100, 7-11 �305/395, 11-12=-305/395. 6-112�3051395
WEBS 3-7�446/452, 4-7=526/1064,4-6=-6641405
DEFIL in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.32 6-7 >560 240 MT20 244/190
Vert(TL) -0.56 6-7 >318 180
Horz(TL) 0.02 6 n/a n1a
Weight: 84 lb FT = 0%
BRACING
TOPCHORD Structural wood sheathing directly applied or 5-0-14 oc purlins, except
end verticals.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installatio[! 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=6.Opsf; BCDL=4.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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 Vill
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=56 ,
6=432.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
%% lak) I N V,�
o-
N 68182
T F
Al 4%,
is,
'S,,
FL Cert. 6634
January 9,2014
WAP-WNG - Veir-rfy design p cwariv elf. rs an d P RAD NO YIES ON 7711S AND 13VCL UDED LE TEK R-PPERF-PICE FA GE Iffll - 74 73 BRF ORE USE.
Design valid for use any vAth Mi connectors. This deign is based any upon parameters shovwri, 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 sho�
is for lateral support of individual voela members only. Additional temporary bracing to insure stabifity, during construction is the responsibillity, at the
er"ctor. Additional permoniant 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/TPI1 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Sale ion vo- le Tampa. FL 3361041115
%informat e75 �jjqb e from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA ;,2314.
thern Pin lumber is zpecified, the design valuesare tha5e effective 06j01/2013 byALSC
Job
Truss
Truss Type
Qty
Ply
T6100095
Lb I
26274
D06
Half Hip
1
1
Reference (optional)
Fast Coast I russ, Fon Pierce, t-L 7.500 s Oct 113 2013 MiTeK Industries, Inc. Wea Jan U5 11:41:13 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOVVF-UpNbWz7WCqwpKMWwOJE1 CdRSW8nC87BQwX8K2wzxMNq
�2�O B-4-11 10-10-0 i i�:-1-0
0_0 6-4-11 4-5-5 .11
5X5 =
3x4 11 Scale = 1:35.8
10-10-0
15-1-0
15-4-111
5
4-3-0
Plate Offsets (X.Y): 14:0-2-8.0-2-41,
[6:0-2-8.0-2-121
LOADING (psf)
SPACING 2-0-0
CS1
DEFL
in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.70
Vert(LL)
-0.30
6-7 >599 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.91
Vert(TL)
-0.54
6-7 >333 180
BCLL 10.0
Rep Stress Incr YES
WB 0.59
Horz(TL)
0.02
6 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 82 lb FT = 0%
LUMBER
BRACING
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 5-1-11 oc purlins, except
BOTCHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or B-2-13 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=83310-8-0 (min. 0-1-8), 6=652/Mechanical
Max Horz 2=501(LC 7)
Max Uplift2=-568(LC 8), 6=-443(LC 5)
Max Grav 2=937(LC 13), 6=817(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�11 158/465, 3-4�1 187/677
BOTCHORD 2-7=723/1082, 7-11 �341/4611, 11-12�341/4611, 6-12=-341/461
WEBS 3-7=4131419, 4-7=-466/984, 4-6=-6661403
NOTES
1) Unbalanced roof live loads have been considered fo�'r this design.
2) Wind: ASCE 7-10; Vult= 1 70mph (3-second gust) Vasd=1 32mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; GCpi=0.18;
Encl., MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
I N
plate grip DOL=11.60
3) Provide adequate drainage to prevent water ponding.
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.
oo
N 68182
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at joint(s) except Gt=lb) 2=568,
6=443.
T F
9) "Sernkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
111111111tt
FL Cert. 6634
January 9,2014
,& WAPJ VM - Verify d Ls ig r: p � warit et er-s mn d READ A10 TES ON YWIS AND INCL UDED hff TEK REFERENCE RA GE Iff] - 74 7.3 B EF OR E USE.
Design valid for use� only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component.
ITS
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
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
MiTek'
folorication. quality control. storage. delivery, erection and bracing. consult ANSI/11`11 Quality Criteria, DSB-89 and BCSI Burlding Component
safeXIII1110flination available from Tmss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VAP314.
thern P ine JSPI lumber is specified, the deAgn values a re those c 0112013 byALSC
1,5 0
6904 Parke East Blvd.
Tampa, Fl- 33610-4115
Job
Truss
Truss Type
Qty
Ply -IJob
1
T61
26274
D07
Half Hip
I
1
Ref
East Coast Truss, Fort Pierce, FIL 7.500 is ()ct 1R des, Inc. Wed Jan 08 17:41:13 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-UpNbWz7WCqwpKMWwOJE1 CdRTUBsf87?QwX8K2wzxMNq
-2-0-0 6-4-12 10-4-0 15-1-0
2 0_�� 6-4-12 3-11-4 4-9-0
LOADING (psf)
SPACING
2-0-0
CS1
TCLL
20.0
Plates Increase
1.25
TC 0.64
TCDL
1 5.0
Lumber Increa s'.
1 . .25
BC 0.62
BCLL
10.0
Rep Stress Incr
YES
WB 0.60
BCDL
10.0
Code FBC201 0/TP12007
(Matrix-M)
5X5 �
3X4 11 Scale = 1:34.6
DEFIL in (loc) Ildefi Ud PLATES GRIP
Vert(LL) -0.15 6-7 >999 240 MT20 244/190
Vert(TQ -0.39 6-7 >464 180
Horz(TL) 0.02 6 n/a n/a
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 2=833/0-8-0 (min. 0-1-8), 6=651/Mechanical
Max Horz 2=479(LC 7)
Max Uplift 2�570([_C 8), 6=-450(LC 5)
Max Grav 2=921 (LC 13), 6=760(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1 089/462, 34� 1108/662
BOTCHORD 2-7�731111136, 6-7�367/489
WEBS 3-7�394/397, 4-7=-424/870, 4-6=6511407
Weight: 81 lb FT = 0%
Structural wood sheathing directly applied or 5-3-3 oc purlins, except
end verticals.
Rigid ceiling directly applied or B-2-1 1 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 6en considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=451t; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been desiqned-for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=570,
6=450.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
1, WARWNG - Vei� design pai-ameers cur d READ NOTES OM 7HIS AND INCL UDED M TEK REFERENCE PAGE Iffl- 74 70 BEFORE USE.
Design valid for use only vAth M7ek conne,clars. This design is based only upon parameters shovwri. and is for an individual building component.
Applicabifity, of design parometers and proper incorporation of component is responsibility of building clesigniar - not truss designer. Bracing shovrri
is for lateral �pport of individual vweb members only. Additioncl temporary bracing to insure stability during construction is the responsibility at the
erector. Additional pe,wrionent bracing of the overall strticture 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 BCS1 Building Component
Safety Information qvoijable from Truss Plate Institute, 781 N. LeeStreet. Suite31Z Alegandria A 314.
I,5ou e�
)61(2
thern Pine ISPI lumber isspecified, the desi0 vallues are those e 3 1/2013 by ALSC
% Q\JIN V
s *-GENs .
\GENs*.
N O-A6 818 2
T F
A,
100% 0
FL Cert. 6634
January 9,2014
MiTek*
6904 Parke East Blvd.
Tampa, FIL 3361 D4115
r uss
Truss Type
Qty
Ply
FIo,b—'
�T
T6100097
Dos
HalfHip
1
1
Lb
—
Reference (cotional)
East Coast Fwss, Fort Pierce, FL 7.500 s Oct 18 2013 MiTek industries. Inc- Wed Jan 08 17:41:14 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOVVF-yOxzjJ78z82fxW56y1 IGIr—eriXDstd?a9ButbN7xMNp
-2-11-0 5-11-9 8-10-0 15-1-0
2_0_. 5-11-9 2-10-7 6-3-0
LOADING (psf)
SPACING
2-0-0
CS1
TCLL
20.0
Plates Increase
1-25
TC 0.60
TCDL
15.0
Lumber Increase
1 .
.25
BC 0.56
BCLL
1 0.0
Rep Stress Incr
YES
WB 0.43
BCDL
10,0
Code FBC2010ITP12007
(Matrix-M)
4X4 =
4x4 =
DEFL in (loc) I/defi Ud PLATES GRIP
Vert(LL) -0.09 7-10 >999 240 MT20 244/190
Vert(TL) -0.25 7-10 >705 180
Horz(TL) 0.02 6 n/a We
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SID No.3 BOTCHORD
REACTIONS (lb/size) 6=648/Mechanical, 2=837/0-8-0 (min. 0-1-8)
Max Horz 2=416(LC 7)
Max Uplift 6=-473(LC 5), 2�570(1-C 8)
Max Grav 6=735(LC 13), 2=929(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1 149/514, 3-4�733/428, 4-11 �622/422, 5-11 =-622/422, 5-6=-654/483
BOT CHORD 2-7�56211498
WEBS 3-7=318/298, 5-7=-412/782
Scale = 1:31.1
Weight: 79 lb FT = 0%
Structural wood sheathing directly applied or 5-3-1 oc purlins, except
end verticals.
Rigid ceiling directly applied or 7-9-15 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Unbalanced r8of live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf-, BCDL=4.Opsf-, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water ponding.
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) * Thisiruss 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 611
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=473,
2=570.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
I WARNING - Vei-ify design pai-ameters mid RE4 A107ES ON YHIS AND INCLUDED AffTEKREFERENUE PAGE DHI-7470 BEFORE USE.
Design valid for use only with M-tTek connectors. This design is based only upon parameters sho�, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shovwn
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the
erec tar. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fobricotion. quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information 7voilable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alpxoridn'o 314.
1, 5ou
� VA 72
thernPine SP lumber isspecified, the desigrivalue-z are those e 0610112013 byALSC
%% ttiII11111111111 1.#,,
%% &I N
E N
N 68,182
T F
A,
FL Cert. 6634
January 9,2014
ITS
MiTek'
69134 Parke East Blvd.
Tampa. FL 33610-4115
Job
Truss
Truss Type
City
Ply
T6100098
LbReference(ootional)
26274
E01
Common
1
East Coast Truss. Fort Pierce, FL 7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41: 14 2014 Page I
I D:Ov3lZS6?OELt%MuORPVrlxzxOWF-yOxzjJ78z82fxW56yI IGir—r-JXDltiha9ButbNzxMNp
�2��O 4-8-9 Il- -0 11-7-7 16-4-0 V10
1 4-8-9 UO 3-5-7 4-8-9
44 =
Scale = 1:33.4
R6
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC201 0frP12007
CS1
TC 0.76
BC 0.57
W13 0.13
(Matrix-M)
DEFIL in
Vert(LL) -0.07
Vert(TL) -0.19
Horz(TL) 0.02
(loc) Vdefi Ud
6-12 >999 240
6-12 >999 180
4 n1a n1a
PLATES GRIP
MT20 244/190
Weight: 64 lb FT = 0%
LUMBER
BRACING
TOPCHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-5-2 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 1 G-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
REACTIONS (lb/size) 2=875/1-0-0 (min. 0-1-8), 4=875/1-0-0 (min. 0-1-8)
Installation ouide
Max Horz 2=-204(LC 6)
Max Uplift2�599(1_C 8).4=-599(LC 8)
Max Grav 2=944(LC 13), 4=944(LC 14)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1 551/485, 34�1 529/485
BOTCHORD 2-6=744/2201, 4-6�742/2089
WEBS 3-6=0/330
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf,, BCDL=4.Opsf; h=25ft; B=45ft; L=2411; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60
plate grip DOL=1.60
%% �0 I N
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.
%%� �s
%
-,** 0
,S * C E N
*
.
5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
N 68182
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) 2=599,
4=599.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
T F 11J
LOAD CASE(S) Standard
i,v
N
111111111%
FL Cert. 6634
January 9,2014
AWARNMG - Veir-�N d�igrijpcnrannete� =dPEADNOTIES ON THIS AND INCLUDPD bffTEKRBFFJZENCE PAGE liffl-747.3 BEFORE USE.
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 clesign� - not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to insure stabI cluiing construction is the responsibilrity, 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/TP11 Quality Criteria, DSB-89 and BCS1 Building Component
Safety Information 7vallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314.
liScuthernPine SP lumber isspecified, the deEign value3 are those effective 06/0212013 byALSC
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
aty
�
26274
E02
Common
1
,
Job Reference (ocitiona
East Coast Truss. Fort Pierce, Fl- 7.500 , C)ct 1R 2013 MiTek Industries, Inc. Wed Jan 08 17:41:15 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-QCULxf8mkRAVVZgglVkGVH2XmpxZZc92jOrdR7pzxMNo
2-0-0 4-8-9 0 15-1-0
2 4-8-9 �-17 6-11-0
Scale = 1:30.3
4X6 �
4X4 — 3x8 I I
LOADING (pslf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/clef! Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.78
Vert(LL) -0.09
6-13 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.53
Vert(TL) -0.21
6-13 >868 180
BCLL 10.0
Rep Stress Incr
YES
WB 0.12
Horz(TL) 0.03
5 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 63 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 4-4-2 oc purlins.
BOT CHORD 2x4SPNo.2
BOTCHORD
Rigid ceiling directly applied or 1 G-0-0 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
SLIDER Right 2x6 SP
No.2 2-6-0
be installed during truss erection, in accordance with Stabilizer
Inatallatim guide
REACTIONS (lb/size) 5=643/Mechanical, 2=855/1-G-0 (min. 0-1-8)
Max Harz 2=190(LC 7)
Max Uplift5=-352(LC 8), 2=595(LC 8)
Max Grav 5=702(LC 14). 2=918(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�1603/469, 3-4�762/445, 4-5�344/177
BOTCHORD 2-6�777/2264, 5-6�3111/691
WEBS 3-6=0/308
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=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft: eave=4ft; Cat. 11;
Exp C; Encl., GCp "-.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
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=352,
2=595.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
,& WARAWIG - Veirify destgri pm -am eter,s an d READ NOTES ON THIS AND INCL UDED MEEK REFERENCE PAGE IGZ- 74 73 BEFORE USE.
Design valid for use only vith M7ek connectors. This design is based only upon porometen 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 sho�
is for lateral support of individual �b members only. Additional temporary bracing to insure stability during construction is the responsbilility 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 Information wilable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 223 1
liSouthernPine SP lumber is:specified, the design values are these effective 061011�jf!13 byALSC
%% �pU I N V,� 4,
J
0
GENs'-.
N 681182
T
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0%
FL Cert. 6634 1
January 9,2014
MR,
MiTek'
6904 Parke East Blvd.
Tampa. FIL 33610-4115
0 b
Truss
Truss Type
Q
[�'
T6100100
lJob
6274
E03
RoofSpecial_
1
1
Referen tional)
East Coast Truss, Fort Pierce, FL 7.500 s Oct 18 2013 Mi7ek Industries, Inc. Wed Jan 08 17:41:15 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-QCULxfOmkRAWZgglVkGVH2X]Uxafc8RiOrdR7pzxMNo
2-11-0 4-8-9 13-6-0 1-
4-8-9
-2_.o 5-4-0 1 711
4
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
10.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC201 O/TPI2007
4X4 =
CS1
DEFL
in
(loc)
I/defl
Ud
TIC 0.86
Vert(LL)
-0.05
6-7
>999
240
BC 0.46
Vert(TI-)
-0.13
6-7
>999
180
WB 0.16
Horz(TL)
0.02
6
n/a
n1a
(Matrix-M)
LUMBER BRACING
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 6=622/Mechanical, 2=113/1-0-0 (min. 0-1-8), 8=749/G-3-8 (min. G-1-8)
Max Horz 2=267(LC 7)
Max Uplift 6=-337(LC 8). 2=-1 58(LC 4), 8=-479(LC 8)
Max Grav 6=669(LC 15), 2=131(LC 14),8=984(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�832/383, 34=-765/398
BOTCHORD 2-8�1 75/657, 7-8=-1 75/657, 6-7�316/607
WEBS 4-6�801/524, 3-7=0/283
Scale = 1:34.0
10�
PLATES GRIP
MT20 2441190
Weight: 69 lb FT = 0%
Structural wood sheathing directly applied or 2-4-4 oc purlins, except
end verticals.
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 ouide.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water ponding.
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
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=337,
2=15B,8=479.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
" li"11 I I I 111,,, 1 f..
%%% I N
E Ns
N 68182
T F
IN
1,811111 %,
FL Cert
January 9,2014
A WARNHIG - Ven:fy design pax-ametem an of READ KO TES ON THIS AND INCL UDED 16FEK R-EFEFE.WE PAGE 101- 74 73 BFFOP 9 USE.
Design valid for use only with M7ek connectors. Thim design is based only upon parameters sho�n, and is for an individual building component.
Applicability of design parameters and proper incorporation at component is responsibility of building designer - not truss designer. Bracing sho�
is for lateral support of individual �elb members only. Additional temporary bracing to insure stabi5ty during construction is the responsiblility 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information qvoijoble from jruss Plate Institute, 781 N. Lee Street, Suite 312, Ale�and
1, So u e -nvaluezarethose effEctric"VAl"60.13 byALSC Tampa, FL 33610-4115
thern Pine JSPJ lumber isspecified,tin clefl, . veQG 01,
Job
Truss
Truss Type
Qty
Ply
T61 00101
26274
E04
RoofSpecial
ob Reference (optional)
East Coast Tmss, Fort Pierce, FL 7.500 s Oct IS 2013 MiTek Industries, Inc. Wed Jan US 17:41:16 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-uO2j8?90VIINBqFU3RnkqG3yqLutLZUtcVN_ fFZxMNn
�2-0-00 4-8-9 -0 1_6_0
4-B-9 11� 3-4-0 17-0-
LOADING (psf)
SPACING
2-0-0
CS1
TCLL
20.0
Plates Increase
1.25
TC 0.76
TCDL
15.0
Lumber Increa e
1.25
BC 0.53
BCLL
10.0
Rep Stress Incr
YES
WB 0.30
BCDL
10.0
Code FBC20lOfTP12007
(Matrix-M)
4X4 =
Scale = 1:30.7
0
c�
DEFIL in (loc) Vdefl Ud PLATES GRIP
Vert(LL) -0.07 7-10 >999 240 MT20 244/190
Vert(TL) -0.20 7-10 >906 180
Horz(TL) 0.02 6 n/a n/a
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 6=635/Mechanical, 2=850/0-8-0 (min. 0-1-8)
Max Horz 2=312(LC 7)
Max Uplift 6=-347(LC 8). 2=-593(LC 8)
Max Grav 6=687(LC 15), 2=91 8(LC 13)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1546/550, 3-4�7651434
BOTCHORD 2-7�973121183, 6-7=3511727
WEBS 3-7�33/354, 4-6=-822/462
Weight: 71 lb FT = 0%
Structural wood sheathing directly applied or 4-5-4 oc purlins, except
end verticals.
Rigid ceiling directly applied or 9-10-4 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 desiiin.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C: Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60
plate grip DOL=11.60
3) Provide adequate drainage to prevent water ponding.
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 20.0p;f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=347,
2=593.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
t1mill I I III#..
I N
J.
0
N 68182
T F .:14/
44/
FL Cert. 6634
January 9,2014
&MM
WARMNG - lreir�� design paawmetem cm d READ NO TIES OM THIS AND INCL UDED kffTEK REFEREINCE PAGE llfff- 74 73 BEFORE USE.
Design valid for use only vith Milek connectors. This design is based only upon parameters sho�. 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 shovvn
is for lateral support of individual �b members only. Additional temporary bracing to insure stability during construction is the responsil:41fity, of the
er for. 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/TP11 Quality criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information 7voilable from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 2314 Tampa, FL 33610-4115
1 1 Li m ber i s sp ecifie J, the design val ue: a re tht 1101,1�013 byALSC
Job
Truss
Truss Type
Qty
Ply
T6100102
lJob
26274
E05
Roof Special
1
1
Reference (or)tional)
East Coast Truss, Fan Pierce, FL 7.500 s Oct 18 2013 MiTek Industries. Inc. Wed Jan 08 17:41:16 2014 Page 1
ID:Ov3lZS6?OELtMuORPVrIXZXOWF-uO2j8?90VIINBqFU3RnkqG3y6LutLTztcVN-fF7xMNn
_2:.0 8-2-0 9-6-0 4 15-1-0
2 4-8-9 3-5-7 1-4-0 5-7-0
LOADING (psf)
SPACING
2-0-0
CSI
TCLL
20.0
Plates Increase
1.25
TC 0.74
TCDL
15.0
Lumber Increase
1.25
BC 0.53
BCLL
10.0
Rep Stress Incr
YES
WB 0.65
BCDL
10.0
Code FBC2010rrPI2007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS (lb/size) 6=635/Mechanical, 2=849/0-8-0 (min. G-1-8)
Max Horz 2=357(LC 7)
Max Uplift 6=-417(LC 5), 2=-589(LC 8)
Max Grav 6=701 (LC 13), 2=930(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1535/567. 3-4�741/449
BOTCHORD 2-7�1 028/2155, 6-7=-4401742
WEBS 3-7�94/428, 4-6=-811/421
Scale = 1:30.7
4X4 =
DEFL in (loc) l/defl Ud PLATES GRIP
Vert(LL) -0.07 7-10 >999 240 MT20 244/190
Vert(TL) -0.20 7-10 >906 180
Horz(TL) 0.02 6 n1a n/a
Weight: 75 lb FT = 0%
BRACING
TOPCHORD Structural wood sheathing directly applied or 4-5-8 cc purlins, except
end verticals.
BOTCHORD Rigid ceiling directly applied or 8-9-4 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 con�iderecl for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=11.60
plate grip DOL=11.60
3) Provide adequate drainage to prevent water pond ing.
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 ii live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=417,
2=589.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
% I N
%S \GENS*-.
N 68182
cc
T
F
N
FL Cert. 6634 ::1
January 9,2014
,& WAP-IMG - Veir-i[l%f &mign parwrnete� a_n d MD INO -JES OM INIS AND INCL UDED AffTEK R-EPPAEMCE PAGE 101- 74 73 BF-F OPE USF_
Design valid for use only with MiTek connectors. This design is based only upon parameters shovwn. 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 shovri
is for lateral support of individual web members only. Additional temporary bracing to insure stobirity during construction is the responsiblirity of the
erec for. 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/71`11 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd.
Safety Information qvaUable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA ?,2314. Tampa, FL 3361 D-41 15
If!,Ou th ern P ine JSPI lumber is �pecified, the design val ue5 a re those effective 0 G/ 01/2013 by ALSC
Job
Tru a
Truss Type
Oty
Ply
T6100103
Lb
26274
ED6G
Hip Girder
1
1
Reference (optional)
East Coast Truss, Fort Pierce. FL 7.bOUsOcllBZU13Mi[eKinausifles.inc. vveajanua1f:41:1fZU14 eagel
ID: Ov3lZS6?OELtWxuORPVr[xzxOWF-Mbc6M LAI G3QEo_qhd9lzMTc6jlAq4O5Or96XBiZXMNm
-2-0-0 7-0-0 9-1 16-4-0
;�_o_o 7-0-0 i-4:06 7-0-0 2.
4X6 =
4X6 �
Scale = 1:34.0
7-0-0
7-0-0
9-4:g 1
7-4-0
1641-0
7-0-0
LOADING (psO
SPACING 2-0-0
CS1
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.82
Vert(LL) 0.15
7-15 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.80
Vert(TL) -0.24
7-15 >819 180
BCLL 10.0
Rep Stress Incr NO
WB 0.27
Horz(TL) 0.07
5 n1a TIM
BCDL 10.0
Code FBC201 OITPI2007
Matrix-M)
Weight: 68 lb FT=O%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 2-9-7 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 5-8-0 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 guide.
REACTIONS (lb/size) 2=1501/1-0-0 (min. 0-1-15),5=1511/1-0-0 (min. 0-1-15)
Max Horz 2= 1 82(LC 7)
Max Uplift2=-1 055(LC 8). 5=-1 069(LC 8)
Max Grav 2=1660(LC 29), 5=1652(LC 30)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�2538/1486, 3-16�22111/1423, 4-16�2211/1423,4-5=-2554/11490
BOTCHORD 2-9�1 060/2287, 8-9�1 070/2288, 7-8=-1 070/2288, 5-7�1 062/2260
WEBS 3-9�287/723, 4-7=-181/690
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=6.Opsf; BCDL=4.Opsf; h=25ft: B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water ponding.
4) The solid section of the plate is required to be placed over the splice line at joint(s) 8.
5) Plate(s) at joint(s) 3, 4, 2, 9, 7 and 5 checked for a plus or minus 0 degree rotation about its center.
6) Plate(s) at joints) 8 checked for a plus or minus 5 degree rotation about its center.
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, with BCDL = 1 O.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (�=Ib) 2=1 055,
5=1069.
10) "Semi -rigid pitchbreaks including heels" Member end fixilty model was used in the analysis and design of this truss.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 213 lb down and 223 lb up at
7-0-0, and 213 lb down and 223 Itt up at 8-2-0, and 316 lb down and 392 lb up at 9-4-0 on top chord, and 484 lb down and 263 lb up at
7-0-0, and 67 lb down at 8-2-0, and 484 lb down and 263 lb up at 9-3-4 on bottom chord. The design/selection of such 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.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1,WARAffnG - VeijFy design paramet.-rs andREAD NOTES ON THIS AND iNCLUDED 1WTEKREFEREh_CEPAGB1dZf-7473 BEFORE USE.
Design valid for use any 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
er for. 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`11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information 7vairible from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 231,1.
ft5outbernPine SP umber is specified, the desizn value3 are those effective 061,0112013 byALSIC
I N
E N
N 68182
T F
0
F FL Cert. 6634
January 9,2014
ME
M!Tek'
6904 Parke East Blvd.
Tampa, FIL 33610-4115
Job
Tru s
Truss Type
Qty
Ply
�
Lb
26274
E06G
Hip Girder
1
1
Reference (optional)
Fast Coast I russ, t-on Flmrce, I'L
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-3=70, 3-4=-70, 4-6=-70, 10-13=-20
Concentrated Loads (lb)
Vert: 3=-1 11 (B) 4=-1 65(B) 8�40(B) 9=-418(B) 7=418(B) 16=-1 11 (B)
7.500 S Oat 18 2013 mae". inaustnes,inc. vveajanutslf:41:1/2014 Page2
ID:Ov3lZS6?OELtXftuORPVrlxzxOWF-Mbc6MLA1 G3QEo_qhd9lzMTc6ilAq4O5Or96XBizxMNm
LWAMIVG- Veyify design parametem and READ NOYES ON MIS AND MCLUDED MFEFREPEREME PAGE MI-747S BEFORE USE.
Design valid for use only with M-Tek connectors. This design is based only upon parameters shovvn, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibliffify of building designer - not truss designer. Bracing sho�
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 at the overall structure is the responsibirity at 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
Safety Information liable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA/M 14.
It Southern Pine75vaj lumber isspec-ified, the dealiffn values are those effEctive 06 0112023byALSC
IN JI..
E N,�*-..
N 68182
T F 41J
A,
fill I
FL Cert. 6634 1
January 9,2014
Eva
MiTek'
6904 Parke East Blvd.
Tampa, Fl- 33610-4115
Job
Truss
Truss Type
Qty
Ply
T
Lb
26274
F01
Half Hip
1
Reference (optional)
tasi ucasi i russ. run eterce, rL f.bUU a L)ct ItS ZU13 Mi I eK inaustres, Inc. wea jan utj; 1 f:41:15 ZU14 Page I
ID:Ov3lZS6?OELtMuORPVrlxzxOWF-qnAUZhAf1 MY5Q7PtBspCvh8li9UkpKU94ps5k8zxMNI
-2-0-0 6-4-12 14-0-0 15-1-0
2_0_. 6-4-12 7-7-3 1-1-6
5X5 = 3X4 = Scale = 1:43.5
5.00 F12-
3X4 = 3X4 — 3X6 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC201 O/TPI2007
CS1
TC 0.74
BIC 0.95
WB 0.84
(Matrix-M)
DEFIL in
Vert(LL) -0.34
Vert(TL) -0.59
Horz(TL) 0.01
(loc) Udell Ud
7-8 >533 240
7-8 >301 180
7 n/a n1a
PLATES GRIP
MT20 244/190
Weight: 90 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 3-7-0 cc purlins, except
BOT CHORD 2x4SPNo.2
end verticals.
WEBS 2x4 SP No.3 *Except*
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
6-7: 2x4 SP No.2
WEBS
I Row at micipt 5-8
with 2x4 SP No.3 with 2 - 1 Od (0. 131 "x2l") nails and cross brace spacing
of 2G-0-0 cc.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 7=655/Mechanical, 2=829/0-8-0 (min.
G-1-8)
Max Horz 2=635(LC 7)
Max Uplift 7=-390(LC 5), 2=-554(LC 8)
Max Grav 7=907(LC 13), 2=922(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�11 2001494, 3-4=1 275/762. 4-5�1 166/791
BOTCHORD 2-8=-635/1156
WEBS 3-8�567/5711, 5-8=-752/1332, 5-7=-8761611
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=6.Opsf; BCDL=4.Opsf,* h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water poncling.
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
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=390,
2=554.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
jL WARIffNG - Veiify desi_qm parameter-s an d READ IYO TIES ON THIS AND 1MCLUDED.WTEK REFERENCE PAGE 10- 74 73 BEPOP13 USE.
Design valid for use only with Mffek 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/71`11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information vo . ble from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA ?M74.
If So U e7S�r
thern Pin I umber is specified, the design value-sarethase effective 0610112013 byALSC
I N
E N.
N 68 82
ZU
T F
FTL Cert. 6634
January 9,2014
Mffek'
6904 Parke East Blvd.
Tampa, FIL 3361 D-4115
Job
Tru s
Truss Type
aty
Ply
� Ts��
26274
F02
Half Hip
1
1
Job Reference (optional)
... .... ...... run IL i.bu s uct id zu13 miieK maustnes, inc. wed Jan Us 17:41:18 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-qnAUZhAfIMY5Q7PtBspCvh8Ji9UdpM394ps5k8zxMNI
-2_-11-0 6-4-12 13-8-0
2 . 6-4-12 7-3-4
5X5 = 3x4 = Scale = 1:42.4
6.00 F1_2
3x4 = 3X4 = 3x6 =
6-4-12
la-B-0
6-4-12
7-3-4
Plate Offsets (X.Y): [5:0-2-8.0-2-41.[6:Edge.0-1-81
LOADING (psf)
SPACING 2-0-0
CS1
DEFL in
(loc) Udell Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.67
Vert(LL) -0.34
7-8 >530 240
MT20 2441190
TCDL 15.0
Lumber Increase 1.25
BC 0.96
Vert(TL) -0.59
7-8 >301 180
BCLL 10.0
Rep Stress Incr YES
WB 0.74
Horz(TL) 0.01
7 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 89 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 4-0-11 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3 *Except*
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
6-7: 2x4 SP No.2
WEBS
1 Row at mid pt 5-8
with 2x4 SP No.3 with 2 - 1 Od (0. 131 "x3") nails and cross brace spacing
of 20-0-0 oc.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation quide.
REACTIONS (lb/size) 7=655/Mer-hanical, 2=830/0-8-0 (min.
0-1-8)
Max Horz 2=621 (LC 7)
Max Uplift 7=-396(LC 5), 2�556([_C 8)
- Max Grav 7=898(LC 13), 2=924(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1 1891490, 3-4�1 267/750, 4-5�1 162/777
BOTCHORD 2-8=647/1149
WEBS 3-8=550/554, 5-8=-720/1296, 5�7=-801/535
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=1 70mph (3-second gust) Vasd=l 32mph; TCDL=6.Opsf; BCDL=4.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; eknd vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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-G-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=396,
2=556.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
,%� %% �01 IN
N 68182
:cc
T F
Al
N %
111111111 lilt%,
FL Cert. 6634
January 9,2014
A WARNNG - Verify dLsign pm-ameters and READ NOTES ON THIS AND INCLUDED �ff= REFERENCE PAGE bffl-74 73 BEFORE USE
Design volid for use only Wth Mflrek connectors. This design is based only upon parameters shavvn, and is for an Individual building component.
Applicability of design parometers and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shavvn
is for lateral support of individual �b members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibMity of the building designer. For general guidance regarding Mffek'
fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Ruilding Component 6904 Parke East Blvd.
safftinformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 14.
I So ()6P
11 thern Pine J5131 lumber is specified, the design valuez are those effEctive 01/2013byALSC Tampa, FL 33610-4115
Job
Truss
Truss Type
Oty
[ly
Lb
26274
F03
Half Hip
I
I
Reference (optional)
East Coast Truss, Fort Pierce, FL 7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41:19 2014 Page I
ID:Ov3lZS6?OELtmuORPVrlxzxOWF-IzksnOBHnggy2H-3kaLRSuhRkYpnYpPJITbeGazxMNk
2-0-0 6-4-12 12-0-0 15-1-0
2-0-0 6-4-12 5-7-4 3-1-0
5X5 = 3X4 11 Scale = 1:37.8
JXff 5X5 =
6-4-12
12-0-0 10
6-4-12
5-7-4 .1-11
Plate Offsets (X.Y): [4:0-2-8,0-2-41
LOADING (pso
SPACING 2-0-0
CSI
DEFIL in
(loc) Ildefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.85
Vert(LL) -0.33
6-7 >544 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.96
Verl(TQ -0.58
6-7 >312 180
BCLL 10.0
Rep Stress Incr YES
WB 0.73
Horz(TL) 0.02
6 n1a n/a
BCDL 10.0
Code FBC201 O/TP 12007
(Matrix-M)
Weight: 85 lb FT = 0%
LUMBER
BRACING
TOPCHORD 2x4 SP-No.2
TOPCHORD
Structural wood sheathing directly applied or 4-11-1 oc, purlins, except
BOTCHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation auide.
REACTIONS (lb/size) 2=832/0-8-0 (min. 0-1-8), 6=653/Mechanical
Max Harz 2=550(LC 7)
Max Uplift 2�564(!_C 8), 6=-425(LC 5)
Max Grav 2=934(LC 13), 6=850(LC 13)
FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1 1691473, 34�11 221/715
BOTCHORD 2-7�699/11111, 7-11 =-284/355, 11-12=-284/355, 6-12=-2841355
WEBS 3-7=-467/473, 4-7=-56711115,4-6=-671/413
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=6.Opsf; BCDL=4.Opsf,, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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 laad nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except Ut=lb) 2=564,
6=425.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
QU IN
E N
N 68182
T F
FL Cert. 6634 1
January 9,2014
WARAfING -.Ver�ftr desiyrzparamet� and READ N07ES ON THIS AND INCLUDED AffTEKREFERENCE PAGE Iffl-7473 BEPORE USE.
Design valid for use only Wth MiTek connectors. This design is based only upon parameters shovvn. and is foron individual building component.
Applicobifity of design parameters and proper incorporation of component is responsibility at building designer - not truss designer. Bracing shovvn
is for lateral support of individual voeb members only. Additional temporary bracing to insure stability during construction is the responsibility of the
er tor. 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/TPI1 Quality Criteria, DSR-89 and BCSf Building Component 6904 Parke East Blvd.
Safety Information 7vallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA/8314. Tampa, FIL 33610-4115
1 lumber is �p ec ified, the design valuez are it 01,12CI13 byALSC
Job
Truss
Truss Type
Qty
ply
�
�
26274
F04
Half Hip
1
1
— — —
Job Reference (optional)
East coast truss. i-on merce, t-L 7.500 S UCt 18 2013 MIraK Industries, Inc. Wed Jan 08 17:41.19 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-IzksnOBHnggy2H-3kaLRSuhSOYquYrvJlTbeGazxMNk
-2-0-0 6-4-11 11-8-0 15-1-0
2_0_0 6-4-11 5-3-5 3-5-0
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
5X5 � 3X4 11 Scale = 1:36.9
JX4 5X5 —
6-4-11 11-8-0
SPACING
2-0-0
CS1
Plates Increase
1.25
TC 0.80
Lumber Increase
1.
.25
BC 0.95
Rep Stress Incr
YES
VVB 0.64
Code FBC2010/TPI2007
(Matrix-M)
REACTIONS (lb/size) 2=832/0-8-0 (min. 0-1-8), 6=652/Mechanical
Max Horz 2=536(LC 7)
Max Uplift2�565([_C 8), 6=-430(LC 5)
Max Grav 2=935(LC 13). 6=841 (LC 13)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1167/470,3-4�1212/704 .
BOTCHORD 2-7�706/1103, 7-11 =-299/384, 11-12�299/384, 6-12=-299/384
WEBS 3-7=451/457, 4-7=-537/1078, 4-6=-665/407
DEFL in (loc) Udefl L/d PLATES GRIP
Vert(LL) -0.32 6-7 >554 240- MT20 244/190
Vert(TL) -0.57 6-7 >316 180
Horz(TL) 0.02 6 n1a n/a
Weight: 84 lb FT = 0%
BRACING
TOPCHORD Structural wood sheathing directly applied or 5-0-7 oc purlins, except
end verticals.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
Mi7ek 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 fc�r this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water poncling.
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 loaa of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=565,
6=430.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
%0j,"ji I I I I I If It,, IFf
% 0.0 1 N V,��
E N
N 68182
T F
A'
4p
% %
FL Cert. 6634 -1 -
January 9,2014
A WARNING - Ver� design jpa�-crrnefem ci NOTIES ON THIS AND INCLUDED 1iffrEKIZEFERE.WE PAGE 101-747S BEFORE USE
Design valid for use only with M-Tek connectors. This design is based only upon parameters shown. and is for on individual building component.
Applicabirity 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 at the
erector. Additional permanent bracing of the overall structure is the responsibirity of the building designer. For general guidance regarding MiTek'
labrication. quality controL storage. delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component
S 6904 Parke East Blvd.
totally Information 7vallable from Truss Plate Institute. 781 N. Lee Street. Suite 3 1 Z Alexandria. VA 223 Ij. Tampa, FIL 33610-4115
t lumber isspecified, the desi.gn valuet are tho�e effective 0610112013 byALSC
Job
Truss
Truss Type
Qty
ply
T6100108
26274
F05
Half Hip
I
Job Reference (oational)
East Coast Truss, Fort Pierce. FL
2-0-0
5-10-7
LOADING (psf)
SPACING
'-0-'
CS1
TCLL
20.0
Plates Increas
1.25
TC 0.53
TCDL
15.0
Lumber IncreaL
1. r
.2 ,
BC 0.73
BCLL
10.0
Rep Stress Incr
YES
WB 0.34
BCDL
10.0
Code FBC2010rrPI2007
(Matrix-M)
7.600 � ()ct 1A 2013 IVIFTek Industries, Inc. Wed Jan 08 17:41:212014 Page I
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-FMscCiDXJHwgHb7Ss?NvXJms6MZrDp4cmn4lKTzxMNi
4-1-9
4X4 =
4 11
5-1-0
44 =
DEFIL in (loc) Udefi Ud PLATES GRIP
Vert(LL) -0.16 7-10 >999 240 MT20 244/190
Vert(TL) -0.42 7-10 >430 180
Horz(TL) 0.02 6 n/a n/a
LUMBER BRACING
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 6=647/Mechanical, 2=838/0-8-0 (min. 0-1-8)
Max Horz 2=465(LC 7)
Max Uplift6=-460(LC 5), 2=-564(LC 8)
Max Grav 6=745(LC 13). 2=931 (LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3= 1268/536, 3-4�6341366, 4-11 =505/382, 5-11 =-505/382, 5-6�701/458
BOTCHORD 2-7=569/1642
WEBS 3-7�413/386, 5-7=-3761768
Scale = 1:33.9
Weight: 81 lb FT = 0%
Structural wood sheathing directly applied or 4-11-9 oc purlins, except
end verticals.
Rigid ceiling directly applied or 7-9-1 oc bracing.
Mi7ek 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=6.Opsf; BCDL=4.Opsf; h=25ft: B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=11.60
3) Provide adequate drainage to prevent water poncling.
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
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss Connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=ib) 6=460,
2=564.
9) "Semi -rigid pit&breaks including heels!' Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
I N
"G*E N'S
NN q-) 6 8 11,18 2
-10
T 0 F
..0
A,
0
ON A
FL Cert. 6634
January 9,2014
WAPNrNG - Vey� dest . gn p �crm et em an d READ INO TBS ON MIS AND IA'CL UDED Aff TEK RRFERF�W E P A GE Afff - 74 73 BEF OPE VSF-
Design valid for use only with M71ek connectors. This design is based onty 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 fwss designer. Bracing shown
is for lateral support of Individucii web members only. Additional temporary bracing to ins&ire stability du6ng construction is the responsiblifity of the
erector. Additional permanent bracing of the overall stmcfure is the responsibility of the building designer. For general guidance regarding MiTek'
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 7vallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 23
I )?
(31
lumber is sp e(; ified, t he design val ues Eire tho4 01, 2013 byAL5C Tampa. Fl- 336104115
Job
Truss
Truss Type
Qty
Ply
T6100109
�
26274
F06
Half Hip
1
1
Job Reference (optional)
East Coast Tru�, Fort Pierce, FIL
2-0-0
i
5-4-15
LOADING (pso
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
10.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TPI2007
7.500 a Oct 18 2013 Mil7ek Industries, Inc. Wed Jan 08 17:41:212014 Page I
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-FMSCCiDXJHwgHb7Ss?NvXJms—MaVOpjcmn4lKTzxMNi
4-3-1
4X4 =
iE
CS1
DEFIL
in
(loc)
I/defi
Ud
TC 0.54
Vert(LL)
-0.14
7-10
>999
240
BC 0.69
Vert(TL)
-0.36
7-10
>496
180
WB 0.36
Horz(TL)
0.02
6
n/a
n1a
(Matrix-M)
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 6=650/Mechanical, 2=835/0-8-0 (min. G-11-8)
Max Horz 2=451 (LC 7)
Max Uplift 6=-466(LC 5), 2�563(!-C 8)
Max Grav 6=745(LC 13), 2=928(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1 1411561, 3-4�663/378, 4-11 �542/397, 5-11 =542/397, 5-6=-6891468
BOT CHORD 2-7�592/11453
WEBS 3-7=-4081379, 5-7=-388/774
5-5-0
Scale = 1:32.9
4X4 =
PLATES GRIP
MT20 244/190
Weight: 81 lb FT = 0%
Structural wood sheathing directly applied or 5-3-3 oc purlins, except
end verticals.
Rigid ceiling directly applied or 7-7-10 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Unbalanced �oof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water ponding.
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 chard live load nonconcurrent with any other live loads.
6) * Thi� 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�wjll
fit between the bottom chord and any other members, with BCDIL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=466,
2=563.
9) "Semi�rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
L TVARWM - VeHfy design pai an d READ NOTES ON MIS AnD INCL UDED bff= RRFEPENCE PAGE 1111T 7473 BEPORB USE.
Design valid for use only with Wei< connectors. This design is based only upon parameters shown. and is for on individual building component.
Applicability of design parameters and proper incorporation of component is responsibilily of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary brading to insure stabirity, during construction is the responsiblility of the
erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding
fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and Ii Building Component
Safety Information 7val ble from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandril,3, , iM 1), 5
liSouthern Pine Alum ber is-cpecified, the design values are those effectiv AA OIX2 3byAL C
,�%% "1111111111811" .0
% GO I N V,,�, **-Ie
%% ........
E N S
N 68182
S
T F
j# 1111
FL Cert. 6634
January 9,2014
MiTek'
6904 Parke East Blvd.
Tampa, Fl- 3361 D-4115
Job
Truss
Truss Type
Qty
P'YTI�h
T
26274
F07
Half Hip
Reference (optional)
East Coast Truss, Fort Pierce, FL 7.500 s Oct 18 2013 1 Industries. Inc. Wed Jan 08 17:41:212014 Page 1
ID:Ov3iZS6?OELtWxuORPVrlxzxOWF-FMscCiDXJHwgHb7Ss?NvXJmo7Mc3OnNcmn4lKTzxMNi
-2-0-0 8-0-0 15-1-0
2_0_. 8-0-0 7-1-0
I
LOADING (psf)
SPACING
2-0-0
CSI
TCLL
20.0
Plates Increase
1.25
TC 0.79
TCDL
1 5.0
Lumber Increase
1.25
.
BC 0.53
BCLL
10.0
Rep Stress Incr
YES
WB 0.51
BCDL
10.0
Code FBC201 O/TPI2007
(Matrix-M)
5x5 �
10
DEFL in (loc) Ydefl Ud PLATES GRIP
Vert(LL) -0.07 6-9 >999 240 MT20 244/190
Vert(TQ -0.19 6-9 >935 180
Horz(TL) 0.01 5 n/a n/a
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 5=637/Mechanical, 2=847/0-8-0 (min. G-1-8)
Max Harz 2=380(LC 7)
Max Uplift5=-476(LC 5), 2=-586(LC 8)
Max Grav 5=716(LC 13), 2=939(LC 13)
FORCES (lb) -Max. Comp.]Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1483/499, 3-10=-709/449, 4-110=-709/449,4-5�61161493
BOTCHORD 2-6�9213/2066
WEBS 3-6�182/289,4-6=437/813
Scale = 1:28.9
4x4 =
Weight: 72 lb FT = 0%
Structural wood sheathing directly applied or 4-2-2 oc purlins, except
end verticals.
Rigid ceiling directly applied or 8-3-6 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.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=1 32mph; TCDL=6.Opsf,, BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water ponding.
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
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 5=476,
2=586.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
I WARMNO - Va-ify design pcuvmeters and READ NOTES ON 7711S AND INCLUDED MTEKREFERENCE PAGE DIII-7470 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters sho�, and is for an individual building component.
Applicobifity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing sho,vri
is for lateral support of individual �elo membe,rs only. Additional temporary bracing to insure stability during construction is the responsiblUty, of the
erector. Additional permanent bracing of the overall structure is the responsloillity 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
Safe A
if %Information available from Truss Plate Institute, 781 N. Lee Street, Suit*312. Alexandria, V 22314.
thern Pine JSPJ lumber is specified, the desi.=n values are those efiective 06/0112013 byALSC
Q\j IN V,�
N 68182
-10
T F ZU
..0
JI
J
till, 110"I
FL Cert. 6634
January 9,2014
MiTek'
6904 Parke East Blvd.
Tampa. FL 33610-4115
Job
Tru s
___T-_1s_HS11
Truss type
Qty
Ply
I
T61 00111
26274
F08
Half Hip
1
, �
Job Reference (optional)
East Coast Truss. Fort Pierce, FL 7.500 a Oct 18 2013 Mi7rek Industries. Inc. Wed Jan 08 17:41:22 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWFAYP?P2E94b2XvlieQiu83XJyNmxHlDxl?RqltvzxMNh
-2-10 7-8-0 15-1-0
2_. 7-8-0 7-5-0
Scale = 1:28.9
5X5 � 3X6 =
10
LOADING (pso
SPACING
2-0-0
CS1
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.89
Vert(LL)
-0.06
5-6
>999
240
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.53
Vert(TQ
-0.16
6-9
>999
180
BCLL 10.0
Rep Stress Incir
YES
WB 0.56
Horz(TL)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 72 lb FT = 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 5=641/Mer-hanical, 2=844/0-8-0 (min. G-1-8)
Max Horz 2=366(LC 7)
Max Uplifl:5�481 (LC 5), 2�584(!_C 8)
Max Grav 5=717(LC 13), 2=934(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�1 339/450, 3-1 0=-746/461, 4-1 0=746/461, 4-5=-609/500
BOTCHORD 2-6�836/11850
WEBS 3-6�1671282, 4-6=-4501826
Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 8-1-9 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.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf,, BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about As center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any Rther live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 5=481,
2=584.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
A WARMNS, - Veiify designparamet� mad READ VOI—ES ON 7HISAND INCLUDED MTEKPEFERENCE PAGE 1&1-7473 BEFOPX USE.
Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component.
Applicabifity 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 stobility during construction is the responsibilrity at 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safe e A 2231 A.
'ZInformation 7voijable from Truss Plate Institute, 781 N. Lee Sir et. Suite312, Alexandria, V
thernPine SP lumber issoecified. the desizn valu eS are those effective 0610112013 bvALSC
Cj\j I N V,�,
tp�
G E
N 68182
T F
%
FL Cert. 6634 1
January 9,2014
MiTek'
69D4 Parke East Blvd.
Tampa, FIL 3361 D-4115
Job
Truss
Truss Type
aty
Ply
�
26274
F09
Roof Special
1
1
Job Reference (optional)
East Coast Truss, Fort Pierce, FL
2-0-0
B-0-0
LOADING (psf)
SPACING
2-0-0
CS1
TCLL
20
Plates Increase
1-25
TC 0.72
TCDL
S�l
1 .
Lumber Increase
1.25
BC 0.53
BCLL
10.0
Rep Stress Incr
YES
WB 0.54
BCDL
10.0
Code FBC201 01T1312007
(Matrix-M)
7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41:23 2014 Page I
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-BkzNcOEnrvAOXvHrzOPNcks9kAHWLJgQvD5ZsPLzxMNg
2-0-0
4X4 =
5-1-0
DEFIL in (loc) Vdefl Ud PLATES GRIP
Vert(LL) 0.07 7-10 >999 240 MT20 244/190
Vert(TL) -0.18 7-10 >989 180
Horz(TL) 0.02 6 n/a n1a
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4SPNo.2
WEBS 2x4 SIP No.3 BOTCHORD
REACTIONS (lb/size) 6=636/Mechanical, 2=848/0-8-0 (min. G-1-8)
Max Horz 2=335(LC 7)
Max Uplift 6=-392(LC 5),2�590(]_C 8)
Max Grav 6=693(LC 13). 2=923(LC 13)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1474/545, 3-4�766/452
BOTCHORD 2-7�977/2070, &7=4311774
WEBS 3-7�75/422, 4-6�829/433
Scale = 1:30.4
Weight: 73 lb FT = 0%
Structural wood sheathing directly applied or 4-6-12 oc purlins, except
end verticals.
Rigid ceiling directly applied or 8-1 G-6 oc bracing.
MR-ek 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=6.Opsf, BCDL=4.Opsf,, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water ponding.
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 20.0psif on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0�sf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except Gt=lb) 6=392,
2=590.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
;h ITAPUK.MG - Ve,-ify des i_qapcmmctem an d PMD NO TIES ON 7711S AND 1ArCL UDED Pff TRK REPEP ENCE PIGE Affl - 74 7o' BEF ORE USE
Design valid far use only with M7ek connec;ton. This design is based only upon parameters shovn. 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 shovvri
is for lateral support of Individual web members only. Addirional temporary bracing to insure stabiNty, during construction is the responsibillity, of the
erector. Additional permanent brocing 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 Information 7volable from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VAR
IISCuthernPine SP lumber is2pecified, the desi=_n Valu e5arethoseeffectiveO6 01,112013brALSC
%%%GO IN
.......... 4,�, J*
GENS.-.
4�'
N 68182
'33
. OT'ttO F IJJ
0. %
Ak
FL Cert. 6634
January 9,2014
MiTek'
6904 Parke East Blvd.
Tampa, FIL 33610-4115
Job
Truss
Truss Type
Qty
T6100113
lot
26274
Flo
Roof Special
1
[ly
1
eference (optional)
East Coast Truss. Fort Pierce. FL 7.500 s Oct 18 2013 MiTek Industries. Inc. Wed Jan 08 17:41:23 2014 Page I
ID:Ov3]ZS6?OELtWxuORPVrlxzxOWF-BkzNcOEnrvAOXvHrzOPNcksghAHWUhPvD5ZsPLzxMNg
2-0-0 B-0-0 2-4-0 4-9-0
LOADING (psf)
SPACING
2-G-0
CS1
TCLL
20.0
Plates Increase
1.25
TC 0.72
TCDL
15.0
Lumber Increase
1.25
BC 0.53
BCLL
10.0
Rep Stress Incr
YES
WB 0.48
BCDL
10.0
Code FBC201 01TP 12007
(Matrix-M)
4X4 =
DEFL in floc) Udefl Ud PLATES GRIP
Vert(LL) 0.07 7-10 >999 240 MT20 244/190
Vert(TL) -0.18 7-10 >988 180
Horz(TL) 0.02 6 n/a n/a
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 6=636/Mechanical, 2=848/0-8-0 (min. 0-1-8)
Max Harz 2=327(LC 7)
Max Uplift 6=378(LC 5), 2=-591 (LC 8)
Max Grav 6=690(LC 15), 2=921 (LC 13)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1476/542, 3-4=767/449
BOTCHORD 2-7�968/2075, 6-7�4118/776
WEBS 3-7�68/409, 4-6�833/445
Scale = 1:30.4
Weight: 73 lb FT=O%
Structural wood sheathing directly applied or 4-6-12 oc purlins, except
end verticals.
Rigid ceiling directly applied or 9-0-4 oc bracing.
Mn-ek recommends that Stabilizers and required Cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation clumde.
NOTES
1) Unbalanced roof live loads have been considered for this des
,Ign.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf,, BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Provide adequate drainage to prevent water poncling.
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 widewill
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=378,
2=591.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
A WARMNG - Verify design parametevs = d READ KO ZIES ON THIS AND INCL UDED b9TEK R-EFEJZENCE P-4GE 1,91 - 74 7.3 BEFOPS USE.
Design valid for use only Win MiTek connectors. This design is based any upon parameters sho�, and is for on individual building component.
Applicability of design parameters and proper incorporation at component is responsibility of building designer - not truss designer. Bracing shovr,
is for lateral support of individual velb 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 brocing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safe eet. Suite 312, Alexandria, VA 14.
I, ,%Information available from Truss Plate Institute, 781 N. Lee Str e XP
them Pine ISPI lumber isspecified, the design values are those ffective 0,12013 byAL5C
I N
E N
N 68182
T F
Al
FL Cert. 6634
January 9,2014
ME
MiTek*
6904 Parke East Blvd.
Tampa, FL 3361"l 15
_b
Fuss —
Truss Type
_7
Ply —
[Io
T
T6100114
FJb
Rool'Special
1
'
F eference (ODtionall
Last (;cast i russ. iron Pierce, 1-1- 7.500 s nct 1R 2013 MiTek Inclustnes, Inc. Wed Jan 08 17:41:24 2U14 Page I
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-fxXlqkFQcCIF82sl X7wc9yOKJZdmDC12SIJPxozxMNf
-2-0-0 8-0-0 12-4-0 15-1-0
2-0-0 8-0-0 4-4-0 2-9-0
C?
c�
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SPACING
2-0-1
CS1
Plates Increase
1_25
TIC 0.73
Lumber Incr .a..
. ,
'.2,
BC 0.53
Rep Stress Incr
YES
WB 0.22
Code FBC201 OrrPI2007
(Matrix-M)
REACTIONS (lb/size) 6=636/Mechanical, 2=848/0-8-0 (min. 0-1-8)
Max Horz 2=282(LC 7)
Max Uplifl:6�347(1_C 8), 2�593([_C 8)
Max Grav 6=686(LC 15), 2=91 1 (LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�1477/517, 3-4�801/432
BOTCHORD 2-7�898/2083, 6-7�3691760
WEBS 3-7�21/342, 4-6�865/523
Scale = 1:30.4
4X4 =
DEFL in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.07 7-10 >999 240 MT20 244/190
Vert(TL) -0.18 7-10 >996 180
Horz(TL) 0.02 6 n/a n1a
Weight: 70 lb FT = 0%
BRACING
TOPCHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except
end verticals.
BOTCHORD Rigid ceiling directly applied or 9-7-6 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 co�sidered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (d / irectional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
7) Referto girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=347,
2=593.
9) "Semi -rigid pitchbreaks including heels!' Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
..%% "j,11111111111111
%% 60 1 N V,�,
..........
G E N
N 68182
T F
0
FL Cert. 6634 1
January 9,2014
A WARPUM - Ver� design parameters omd REA NOTES ON THIS AND INCLUDED MTEKREFERENCE F_4GE MI-7473 BEFORE USE. 2,
Design valid for use only with Wei< connectors. This design is based only upon parameters shown. and is for an inclMdual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building design� - not truss designer. Bracing shown My
is for lateral support of indWidual web members only. Additional temporary bracing to insure stability during construction is the responsibINty 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/TPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information 7vallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 23 1,1.
IiSouthern Pine SP turn ber isspec ified, the design val u e3 a re those effi Al, 2013 by AL5C Tampa. FL 33610-4115
'ob
Truss Type
L262
�Truss
T6100115
F12
C ommon
1
Lb
Reference (optional
East Coast Truss. Fort Pierce. FIL 7.500 s Oct 18 2013 MiTek Indu des. Inc. Wed Jan 08 17:41:24 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-fxXlqkFQcCIF82slX7we9yOKFZdGDEE2SIJPxozxMNf
2:,0 8-0-0 15-1-0
-2 t 840 7-1-0
Scale = 1:29.9
4X6 =
Plate Offsets (X.Y): F2:O-O-4,Edqe1j5:O-1-8,02-10I
LOADING (psf)
SPACING 2-0-0
CS1
DEFL in
(loc) Vdefi Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.73
Vert(LL) 0.11
6-9 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.56
Vert(TL) -0.18
6-13 >999 180
BCLL 10.0
Rep Stress Incr YES
WB 0.12
Horz(TL) 0.03
5 n/a n1a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 63 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 4-6-7 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
SLIDER Right 2x6 SP No.2 2-6-0
be installed during truss erection, in accordance with Stabilizer
REACTIONS (lb/size) 5=646/Mechanical, 2=852/G-8-0 (min, 0-1 -8)
lnitallal!Qa guide.
Max Horz 2=190(LC 7)
Max Uplift5=-353(LC 8), 2=-594(LC 8)
Max Grav 5=708(LC 14), 2=913(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�11490/449, 3-4=791/455, 4-5�410/0
BOTCHORD 2-6�722/2100, 5-6�41417115
WEBS 3-6�5/316
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=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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
fit between thelbottom chord and any other members, with BCDL = 1 O.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 5=353,
2=594.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
I N
..........
E N S
4�'
N(4__�68182
-10
T F
4(/
J.
N OM
FL Cert. 6634 1
January 9,2014
,& WARMG - Verjfy des ign p crwrn etem an d R FAD JYO TES OAF THIS AND INCL UDED M TEK REFERF-WE PA GE D111- 74 73 BEF ORE USE.
Design valid for use any Wth 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 sho,vri
is for lateral support of individual web members only. Additional temporary bracing to irisure stability during construction is the responsibliffy 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 ANSL/71`11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safet motion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VAP314
,%infor 06 0 Tampa, FL 33610-4115
If th e rn P ine j5P] lumber is specified, the design values are those effe ctive 112013 byAL5C
b—
s
Truss Type
QtY
Ply
F10 �Tru
T610011
�
F13G
Hip Girder
1
1
Job Reference (optional)
East Coast Truss, Fort Pierce. FL
2-0-0
c7
C
7-0-0
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC201 OfTPI2007
CSI
TC 0.96
BC 0.95
WB 0.26
(Matrix-M)
LUMBER
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Right 2x6 SP No.2 2-6-0
REACTIONS (lb/size) 6=1263/Mechanical, 2=1400/0-8-0 (min. 0-1-13)
Max Harz 2=1 70(LC 24)
Max Uplift6=-816(LC 8), 2�11003(!-C 8)
Max Grav 6=1392(LC 30), 2=1521(LC 29)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�22116/1337, 3-4=-11898/11285,4-5�2168111361, 5-6=-729/210
BOTCHORD 2-8�11 064/2463, 7-8�11 070/1912, 6-7�11 05911883
WEBS 3-8�1198/599, 4-7=-260/692
7.500 s Oct 18 2013 Mrrek Industdes, Inc. Wed Jan 08 17:41:26 2014 Page I
ID:Ov3]ZS6?OELtVVxuORPVrlx7xOWF-775714G2NWR6mCRD5qRrh9xSSztOyfNBhP2yTEz)KMNe
2-0-0
6-1-0
Scale = 1:28.5
44 =
4X4 =
DEFIL in (loc) Ildefl Ud PLATES GRIP
Vert(LL) 0.19 B-15 >949 240 MT20 244/190
Vert(TL) -0.30 8-15 >604 180
Horz(TL) 0.09 6 n/a n/a
Weight: 66 lb FT = 0%
BRACING
TOPCHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied or 5-6-10 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance wifth Stabilizer
Installation auide-
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) W�d: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; 6at. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; LumberDOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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 �-0-0 wide, will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=816,
2=1003.
9) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 316 lb down and 392 lb up at
7-0-0, and 316 lb down and 392 lb up at 9-13-0 on top chord, and 484 lb down and 263 lb up at 7-0-0, and 484 lb down and 263 lb up at
8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
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
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25
aj WAPWING - VeHfy designpararneters, and RR4 NOTES ON 7VIS AND INCLUDED JffTEKIMFE1ZEIVCE PAGE Iffl-7473 BEFOPE USE,
Design valid for use only with 1,47ek 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 men-bers only. Additional temporary bracing to insure stability during construction is the resporsiblirity of the
er for. Additional permanent bracing of the overall structure is the responsibility at 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 Information 7vailable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VApy.
An U,
I lu berisspecified, the design values are those e 01, 2013 byALSC
I N
%% tj�
%%0 ........
A-
N 68182 lo
T F
A'
F FL Cert. 6634
January 9,2014
W!,
MiTek*
6904 Parke East Blvd.
Tampa. FL 3361 D-41 15
Job
Truss
Truss Type
aty
Ply
Lb
26274
F13G
Hip Girder
Reference (optional)
East Coast Truss. Fort Pierce, FIL
LOAD CASE(S) Standard
Uniform Loads (plo
Vert: 1-3�70, 3-4=70, 4-6=-70, 9-13=-20
Concentrated Loads (1b)
Vert: 3=-1 65(B) 4�1 65(B) 8�418(9;) 7=-418(B)
7.500 s Oct 18 2013 MiTek Industries. Inc. Wed Jan 08 17:41:25 2014 Page 2
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-775714G2NVVR6mCRD5qRrh9xSSztOyfNBhP2yTEzxMNe
60 IN V
N 6 8 1�18' 2
T OF IIJ
�Ar
I
FL Cert. 6634 1
January 9,2014
A WAP NMG - Verify des ign P aranz efem cm d RFAD MOMS ON MIS AAM INCL UDED bff TEK RFIFF-R&WE RA GE 161 - 74 73 BEF ORE FjW.
Design valid for use any 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 responsibill[ity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding M!Tek*
fabrication. quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Crtterlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite31Z Alexandria, VA M Tampa, Fl- 33610-4115
1,5outhern Pine JSPI lumber is -specified, the design values are those effective 015iffiY21313 bjfAL5C
Job
Tru s
Truss Type
aty
Ply
T6100117
lJob
26274
F14
Common
3
1
Reference (ontional)
hast Coast I Wss, Fort Pierce, FL 7.600 a Oct 18 2013 MireK Industries, Inc. Wed jan 08 17:41:25 2014 Pagel
ID:Ov3lZS6?OELtWxuORPVrlxz.xOVVF-bJfVFQHg8qZy oMopfyz4ENUgrNJuhBhLv2oVVDgzxMNd
�2-0-.O 8-0-0 1&0-0 ')_0
8-0-0 B-0-0 2-0-0
Scale = 1:32.9
4X6 =
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.73
Vert(LL) -.0.07
6-12 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.55
Vert(TL) -0.18
6-12 >999 180
BCLL 10.0
Rep Stress Incr
YES
WB 0.12
Horz(TL) 0.02
4 n/a n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 63 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 4-6-11 oc purlins.
BOT CHORD 2x4 SP No.2
BOTCHORD
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 ouide-
REACTIONS (lb/size) 2=860/0-8-0 (min. 0-1-8), 4=860/0-8-0 (min. 0-1-8)
Max Horz 2=201(LC 7)
Max Uplift2�591 (LC 8). 4�591 (LC 8)
Max Grav 2=927(LC 13), 4=927(LC 14)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�14801459, 34�114591459
BOTCHORD 2-6�703/2100, 4-6�702/1990
WEBS 3-6=0/324
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=6.Opsf; BCDL=4.Opsf,, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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
fit between the bottom chord and any other members, with BCDL = 10.Opsf. I
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ct=lb) 2=591,
4=591.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
,& WAPWNG - Ve i-ify design p aram efem cm d RFAD jV0 iES ON 7T11S AND 1ArCL VDED Aff = REFERENCE P A GE MI - 74 73 BEF ORE USE.
Design valid for use only with Krek connectors. This design is based any upon parameters shown, and is for an individual building component.
Applicabirity of design parameters and proper incorporation of component is responsibItity of building designer - not truss designer. Bracing shovvn
is far lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblifily 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/TP11 Quality Criteria. DSB-89 and BCSI Building Component
Safe
1, SgItrhormation 7voijable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandda,,VA123
e rnPine SP lumber is specified, the design values are those effective )6 01�21313bVAL5C
0.0 1 N
.......... 4
0
IS ..1--GENS A
01 1:.
.0
N 68182
T F
A,
J.
FL Cert. 6634
January 9,2014
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
City
Ply
T6100118
26274
F15G
Hip Girder
1
JobRefia[ence(optional)
East Coast Twss, Fort Pierce. FL
2-0-0
6q
7-0-0
LOADING (psf)
SPACING
2-0-0
TCLL
20.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
10.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC201 0/TP12007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
2-0-0
4X4 =
7.500 s Oct 18 2013 MiTek Industries. Inc. Wed Jan 08 17:41:26 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-bJfVFQHgBqZyOMOPfYz4ENUftNGih5XLv2oWOgzxMNd
4x4 �
7-0-0
2-0-0
Scale = 1:33.4
R+
6
CS1 I
DEFIL in
(loc) I/defi Ud
PLATES GRIP
TC 0.79
Vert(LL) 0.13
7-14 >999 240
MT20 244/190
BC 0.75
Vert(TL) -0.23
7-14 >845 180
WB 0.26
Horz(TL) 0.06
5 n/a n/a
(Matrix-M)
Weight: 67 lb FT = 0%
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-0-1 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-12 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=141110-8-0 (min. 0-1-13), 5=1420/G-8-0 (min. 0-1-13)
Max Horz 2=1 82(LC 24)
Max Uplifl:2�989(]_C 8), 5=-1000(LC 8)
Max Grav 2=1549(LC 29), 5=1555(LC 30)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�231511337, 3-4=-201011290, 4-5=-2317/1341
BOTCHORD 2-8�927/2214, 7-8�937/2069, 5-7=929/2169
WEBS 3-8�308/699, 4-7=-211/671
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=6.Opsf; BCDL=4.0pBf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=11.60
3) Provide adequate drainage to prevent water poncling.
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
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing 'pilate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=989
5=1000.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 213 lb down and 223 lb up at 7-0-0
and 358 lb down and 377 lb up at 9-0-0 on top chord, and 484 lb down and 263 lb up at 7-G-0, and 484 lb down and 263 ib up at 8-1 1�4
on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 11-3�70, 3-4�70, 4-6=70, 9-112�20
,& WAMNG - Ver�� dcs,gn pat-ametem and REA NOTES ON THIS AND INCLUDED Aff7EK REFERF2JCE PAGE Affl-7470 BEFOPE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shov�n. 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 sho%,n
is for lateral support of individual veb members only. Additional temporary bracing to insure stability during construction is the responeibillity of the
ere�ctor. 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/TP111 Quality Criteria, DSB-89 and BCS1 Building Component
Safety Information yvalable from Truss Plate Institute, 781 N. Lee Sutreet. Suite 312, Alexandria. VA 22314.
liSouthernPine SP lumber is �pecified, the design v3 es are those effective 06/01,12013 byALSC
I N
,40
�s '\GENS*-.
4�_
00
N 68182
:XZ
T F LIJ
'4b
FL Cert. 6634
January 9,2014
MiTek'
69134 Parke East Blvd.
Tampa. FL 33610-4115
Job
Truss
Truss Type
City
r
26274
F15G
Hip Girder
1
I
Lb
Reference (optional)
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-1 11 (F) 4=165(F) 8�418fl 7=-418(F)
'.wu uct its zuij mi i eK industries, inc. wed jan u15 I f:41:Zb ZU14 vage z
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-bJfVFQHgBqZyOMOPfYz4ENUftNGih5XLv2oWOgzxMNd
0,%it I I 11111'r
60 IN V
NS
N 68182
T F
'fill% I It,"
FL Cert. 6634 1
January 9,2014
LL WARNNG - Verify dtstgn pcirametem cr-n d READ M07ES OM 771IS AND INCLUDED MTEK R REFERENCE PAGE 1,91. 74 7.3 BEPORB USE
Design valid for use only with MiTek connectors. This design is based any upon parameters sho�. and is for an individual building component.
ME'
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing showii
is for lateral support of individual web members only. Additional temporary bracing to insure stability dufing 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/TPIl Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Ellvd.
Safety Information wailable from Truss Plate Institute, 781 N. Lee Street. Suite 31Z Alexandria, VA 223
liSouthernfiline, SP lumber is specified, thie defign values are those effe ctive 06101Y�01-3 b, ALSC
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
Ply
T6100119
I
26274
Moi
Monopdch
I
Job Reference (optional)
East Coast Truss, Fort Pierce, FL
7.500 s Oct 18 2013 MiTek Industries, Inc. Wed Jan 08 17:41:27 2014 Page 1
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-3WDuSIHiv7hp?WbcCFUJmaDwnnk8QcsUBD(3Y6zxMNc
2-0-0 541-0
LOADING (psf)
SPACING
2-1-1
CS1
TCLL
20.0
Plates Increase
1.25
TC 0.39
TCDL
15.0
Lumber Increase
1.2,
. ,
BC 0.23
BCLL
10.0
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC2010ITP12007
(Matrix-M)
DEFIL in (loc) l/defI Ud PLATES GRIP
Vert(LL) -0.02 4-7 >999 240 MT20 244/190
Vert(TL) -0.07 4-7 >943 180
Horz(TL) 0.00 2 n/a n/a
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS (lb/size) 4=1 91/G-8-0 (min. 0-1-8), 2=446/G-8-0 (min. 0-1-8)
Max Horz 2=273(LC 7)
Max Uplift4=-115(LC 5), 2=-366(LC 8)
Max Grav 4=247(LC 13), 2=472(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�598/144
BOTCHORD 2-4�408/908
Scale = 1:21.5
Weight: 25 lb FT = 0%
Structural wood sheathing directly applied or 5-8-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 1 G-G-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=6.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; 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) Thistruss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any otherlive 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-G-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 4=1 15,
2=366.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
I N
..........
N 68182
T F
.40
#fill it
FL Cert. 6634
January 9,2014
WARAWG - Verify desi_qn pai-ametem mn d PYAD NOTES ON 7T11S AND INCL UDED IC = RFFFREPICE PACE ffflI- 74 73 BFPOPB USE.
Design valid for use only with M-Tek 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 truz designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stabiffity cluring construction is the responsibilrity 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safet oflon 7,vaijoble, from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA P314.
,,,,y Inform -4115
If uthern Pine lumber is sp ec ified, th e decign valu es a re those effe ctive 0 6j 0 1/20.13 by AL5C Tampa, FL 3361 D
Symbols
PLATE LOCATION AND ORIENTATION
14_ Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0.1
For 4 x 2 orientation, locate
plates 0- 'Ag' from outside
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1 2 3
TOP CHORDS
c1_2 C2-3
N
WEBS 4
c?
U 4 X
x;XZ .0
CL U U
0 CL
C7-8 C6-7 C5-6 0
General Safety Notes
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 BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, efrection supervisor, property owner and
all other interested parties.
BOTTOM CHORDS
edge of truss.
8 7 6 5
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
This symbol indicates the
JOINTS ARE GENERALLY NUMBERED/LETrERED CLOCKWISE
joint and embed fully. Knots and wane at joint
required direction of slots in
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
locations are regulated by ANSI/TPI 1.
connector plates.
THE LEFT.
7. Design assumes trusses will be suitably protected from
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
the environment in accord with ANSI/TPI 1.
Plate location details available In MITek 20/20
software or upon request.
NUMBERS/LETTERS.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
PLATE SIZE
PRODUCT CODE APPROVALS
9. Unless expressly noted, this design is not applicable for
ICC-ES Reports:
use with fire retardant, preservative treated, or green lumber.
The first dimension is the plate
10. Comber is a non-structural consideration and is the
width measured perpendicular
4 x 4
ESR-I 311, ESR- 1352, ESR 1988
responsibility of truss fabricator. General practice is to
to slots. Second dimension is
ER-3907, ESR-2362, ESR-1397, ESR-3282
camber for dead load deflection.
the length parallel to slots.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12. Lumber used shall be of the species and size, and
Southern Pine lumber designations are as follows:
in all respects, equal to or better than that
Indicated by symbol shown and/or
SYP represents values as published
by AWC in the 2005/2012 NDS
specified.
by text in the bracing section of the
ell
SP represents ALSC approved/new values
13. Top chords must be sheathed or purlins provided at
output. Use T or I bracing
with effective date of June 1, 2013
spacing indicated on design.
if indicated.
14. Bottom chords require lateral bracing of 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
0 2012 MiTek@ All Rights Reserved
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.
reaction section indicates joint
number where bearings occur.
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.
Industry Standards:
ANSI/TP11: National Design Specification for Metal
19. Review all portions of this design (front, back, words
Plate Connected Wood Truss Construction.
and pictures) before use. Reviewing pictures alone
DSB-89: Design Standard for Bracing.
is not sufficient.
BCSI: Building Component Safety Information,
MiTek
20. Design assumes manufacture in accordance with
Guide to Good Practice for Handling,
ANSI/TPI I Quality Criteria.
Installing & Bracing of Metal Plate
Connected Wood Trusses.
MlTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013
I
I I
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: 26273 - M!Tek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: Phoenix Realty Homes, Inc. Project Name: Model B Model: B Tampa, FL 33610-4115
Lot/Block: 9 Subdivision: Tarpon Flats
Address:
City: Fort Pierce 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: FBC2010frPI2007 Design Program: NTek 20/20 7.5
Wind Code: N/A Wind Speed: N/A mph
Roof Load: N/A psf Floor Load: 65.0 psf
This package includes 7 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 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules.
iNo.
1SeaI#
I Truss Name
I Date
11
IT6100120
I FG01
11/9/014
12
IT6100121
I FG02
11/9/014
13
IT6100122
I FG03
11/9/014 1
14
IT6100123
I FLO1
11/9/014
15
IT6100124
I FLO2
11/9/014
16
IT6100125
1 FL03
11/9/014
17
IT6100126
I FLO4
11/91014
The truss drawing(s) referenced above have been prepared by MTek
Industries, Inc. under my direct supervision based on the parameters
provided by East Coast Truss.
Truss Design Engineers Name: Velez, Joaquin
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 2.
%list I
J
I N
E N
4$
68182
-10
STATE OF 41J
C)
4 0 R N
FL Cert. 6634
January 9,2014
Vele7, Joaquin I of I
Job
Trus
Truss Type
Oty
Ply
T�l 2.]
�
26273
FG01
Flwr Girder
1
4
Job Reference (oational)
--i T.... Fun Pierce. FL 7.500 s Oci in 20ia iviff ek indusiries. inc. Wad jan 08 i7:4i:42 20i4 Page i
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-7OdYcuTiNkah[pEUbvFrtlBNDqh1 Q99ibYgMalzxMNN
! 1-3-0 ?:L1`1_0d i 1-0-2 1 1-0-2 ! 1-0-2 ! 1-0-2 i 1-0-2 i 1-0-2 ! 1-0-14 i 1-0-14 i i:L'_�
Scale = 1:40.0
Top chord is not designed to support concentrated
loads at its cantilevered end(s).
2x4 11 5xB 3X4 3X4 5X8 = 3X4 = BX8 11 2A 11 5X5 4A 3x4 = 2X4 11 3X4 4x8 =
1 2 3 4 5 6 7 8 9 10 11 12 13 14
26 27 2528 24 29 23 30 22 31 21 20 32 19 18 17 33 16 15
5x12 8X8 7X6 8X8 1ox10 = 6X8 = 5X5 4X6 4x12 4X6 = 3X6 11
6X12 =
i 14 5-7:.4 1
3- 8- 4 -:7-4 0- 1�7 �2 1 !§':48 X1 21-11,14 1 23-M�
-10
_1— :6 T.48 2 2_' 0
2:6-. 2 2 1-8-2
Plate Offsets (X.Y): [22:0-5-0�0-5-121.[23:0-4-0.0-5-81.[24,0-3-0.D-5-41.[25:0-4-0.0-5-81
LOADING (psf)
SPACING 2-0-0
CS1
DEFIL in
(loc) I/defl Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.89
Vert(LL) -0.14
23-24 >999 360
MT20 244/190
TCDL 20.0
Lumber Increase 1.00
BC 0.84
Vert(TL) -0.18
23-24 >855 240
BCLL 0.0
Rep Stress Incr NO
WB 0.99
Horz(TL) 0.02
20 n/a n/a
BCDL 5.0
Code FBC201 OrrPI2007
(Matrix)
Weight: 665 lb FT = 11 %
LUMBER
BRACING
TOPCHORD 2x4 SP No.2 *Except*
TOPCHORD
Structural wood sheathing directly applied or 3-11-11 cc purlins,
6-14: 2x4 SP 285OF 1.8E
except end verticals.
BOTCHORD 2x8 SP SS *Except*
BOTCHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
15-21: 2x8 SP No.2
WEBS 2x4 SP No.3 *Except*
1-26,14-15,8-20,12-17: 2x8 SP No.2, 2-25,5-23: 2x4 SP No.2
7-22: 2x4 SP No. 1
REACTIONS (lb/size) 26=4930/Mechanical, 20=1 0783/0-3-8 (req. G-7-10), 17=3016/G-3-8
(min. 0-2-8)
Max Uplift 17=-1 488(LC 5)
Max Grav 26=1 2279(LC 5), 20=25797(LC 3),17=8552(LC 4)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-26=-33410,1-2=-1161/0, 2-3=-16607/0,3-4=-2141110, 4-5=-17162/0, 5-6=-3343/616,
6-7�33431616.7-8=0/16052,8-9=0/16052,9-10=-1433/11337,IG-11=-223216087,
11-12=0/1499,12-13=011499,13-14=0/323
BOTCHORD 26-27=0/9714, 25-27=019714, 25-28=0/1 9138, 24-28=0/1 9138, 24-29=0/1 9383,
23-29=0/19383, 23-30=0/10398, 22-30=0/10398, 22-31=-8011/0, 21-31=-8011/0,
20-21�801111/0, 20-32�13318/0,19-32=-13318/0,18-19�8655/1918, 17-18=-4060/1256,
17-33=-664/0, 16-33�664/0
WEBS 8-20=-1613/0,12-17=-279/25, 2-25=0/10989,2-26=-12097/0, 3-25=-4035/0,
3-24=0/3623, 4-24=0/3394, 4-23=-3700/0, 5-23=0/1 1032, 5-22=-1 150310, 7-22=0/1 6806,
7-20=-15002/0, 9-19=0/6480,10-19=5321/0,10-18=0/4923, 9-20=-647210,
11-17�2350/3966,11-18=-3715/2007,13-17�126010,13-16�9f756,14-16=-488/0
NOTES
1) 4-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-7-0 cc.
Bottom chords connected as follows: 2xB - 4 rows staggered at 0-5-0 cc.
Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc.
Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers; at 4-0-0 cc.
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
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) The Fabrication Tolerance at joint 21 = 11 %, joint 6 = 11 %
ttliIIIIII1111111 11
,,%0 au IN
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N 68182
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0
%
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FL Cert. 663
January 9,2014
A, WARMAM - VYy f—agn p..&_ nd AEAD NOTES 014 TUrSAIND MCLUDED 14ZTEK REFEREAr-E PAGE NZT-7473 — 02/26/2013 LIEFORE USE
Design valid for use only Wth MTek connectors. This design is based only upon parameters shovri. 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 shovvri
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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/T?11 Quality Criteria, DSB-89 and BCS] Bulldlng Component 6904 Parke East Blvd.
safeXitrhormation available from Truss Plate institute. 781 N. Lee Street, Suite 312, Alexandria. VA 14.
1,5 e rn Pine JSPI lumber is ipec ified, th e desi0 valu e3 a re those effi P01112013 byALSC Tampa, FL 33610-4115
Job
Trus
Truss Type -71
"Y
T6100120
�
26273
FG01
Floor Girder
�Ply 4
Job Reference footional)
test L;oast I russ. r on Pierce, k-L
7.5UO s Oct 115 2013 MiTeK Industries, Inc. wed Jan U5 If:41:42 2U14 Page 2
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-7OdYcuTiNkahipEUbvFrtlBNDqhIQ99ibYgMalzxMNN
NOTES
5) WARNING: Required bearing size at joint(s) 20 greater than input bearing size.
6) Refer to girder(s) for truss to truss connections.
7) Provide metal plate or equivalent at bearing(s) 26, 20 to support reaction shown.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 17=1 488.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) 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.
11) CAUTION, Do not erect truss backwards.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2172 Ilb down at 1-5-12, 2330 lb down at 1-5-12, 2172 lb down at 3-5-12,
2330 lb down at 3-5-12, 2172 lb down at 5-5-12, 2330 lb down at 5-5-12, 2172 lb down at 7-5-12, 2330 lb down at 7-5-12, 2172 lb down at 9-5-12, 2330 lb down at 9-5-12,
2172 lb down at 11-5-12. 2330 lb down at 11-5-12, 2330 lb down at 1 . 3-5-12, 2330 lb down at 15-5-12, 2330 Ib down at 17-5-12, 5328 lb down at 19-6-8, and 197 Ilp down at
21-5-12, and 197 lb down at 23-4-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 15-26=-10, 1-14�120
Concentrated Loads (lb)
Vert: 115�89(B) 24=-1672(F�628, B�1045) 19=-1045(B) 18�1045(B) 17=-2388(B) 27�1672(F=-628, B=1045) 28=-1672(F�628, B=-1045) 29�11672(F�628,
B=-1045) 30=-1672(F=628, B�1045) 31�1672(F=-628, B�11045) 32=-1045(B) 33�89(B)
00 QU I N V 4#
%%
E N
N 68182
T F
%%
F FL Cert. 6634
January 9,2014
A v;ARnrN,3 - vwy cfig� pw�re�� nd READ NOTES ON THrSAND MMUDED MITEM RIFFERENC-E PAGE AlYr-7423 — 021.1612013 5EFORE USE
Design valid for use only with MiTek connectors. This design Is based any upon parameters sho%vn, 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 shovn
is for lateral support of individual %velo members only. Additional temporary bracing to insure stability during construction is the responsibillify of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk'
fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TP11 Qualfty Criteria. DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suife31Z Alexandria, VA 223 1 Tampa. FIL 33610-4115
[f.South e rn Pine JSPI lumber is :pecified, It he design value-z a re those effe ctive a 6/0116013 byALSC
Job
Truss
Truss Type
oly
Ply
�
T6100121
T2Jb
26273
FG02
Floor Girder
I
Refereno (optional)
E..i C ... i T,u.., F.d Pi-., FL t.5uu s uct its 2013 viff ek industries, inc. Wed jan 08 ir41:43 2U14 Page 1
ID:Ov3lZS6?OELtWxuORPVrl)c2xOWF-bbBxpEUK82'iYwzph8r-m4QyhhpE2r9isrqCPv6BzxMNM
1-3-0 1-1-12 2-G-0 i 1-3-4 10-10-0
TRUSS NOT SYMMETRIC Srale 1:30.9
DO NOT ERECT THE TRUSS BACKWARDS
2x4 1x4 11 1x4 11 US 4x4 2x4
1 2 3 4 5 6 7 8 9 10 11
0
c�
20 19 is 17 16 15 14 21 13 12
4x10 = 7XB = 44 Special 7x6 4x6
B-1-12 i ��-�2 1 1��-�2 1 i 18-3-8
1 � �OO
C�
N
LOADING (psf)
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING 2-0-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr NO
Code FBC201 OrrPI2007
CSI
TC 0.26
BC 0.81
WB 0.64
(Matrix)
DEFL in
Vert(LL) -0.10
Vert(TQ -0.20
Horz(TL) 0.04
(]cc) t1def] Ud
16 >999 360
16 >999 240
12 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 232 lb FT = 11%
LUMBER BRACING
TOPCHORD 2x4 SP No.2 TOPCHORD
Structural wood sheathing directly applied or 5-4-11 cc purlins, except
BOTCHORD 2x6 SP No.2 *Except*
end verticals.
12-15: 2x8 SP No.2 BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.3 *Except*
1-20,11-12: 2x6 SP No.2
REACTIONS (lb/size) 20=1475/Mechanical, 12=2523IMechanical
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�2106/0, 3-4=-3515/0, 4-5=-4766/0, 5-6�4766/0, 6-7=4766/0, 7-8�5181 /0,
8-9�3981/0, 9-1 0=-3981 10
BOTCHORD 19-20=0/1259,18-19=0/2937,17-18=0/4186,16-17=0/4766,15-16=015199,14-15=0/5213,
14-21 =014699, 13-21 =0/4699, 12-13=0/2300
WEBS 5-17=-38210, 2-20�1 79210, 2-19=0/1389, 3-19=-1 36410, 3-18=0/947, 4-18=-1 102/0,
4-17=0/1174,10-12=-3161/0,10-13=0/2679,8-13�1146/0,8-14=0[769,7-15=0/309,
7-16=-935/214, 7-14�260177
NOTES
1) 2-ply truss to be connected togetherwith 10d (0.131"xV') nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x8 - 2 rows staggered at 0-5-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 cc.
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
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) All plates are 3x4 MT20 unless otherwise indicated.
5) The Fabrication Tolerance at joint 9 = 11 %
6) Refer to girder(s) for truss to truss connections.
7) "Semi -rigid pitchbreaks including heelsP Member end fixity model was used in the analysis and design of this truss.
8) Recommend 2x6 strongbacks, on edge, spaced at 1 0-G-0 cc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1680 lb down at 14-8-8 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 12-20=-10, 1-11�120
,,,%0II I I I I I 11,r11,ff
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N 68182
T F 11J
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FL Cert. 6634
January 9,2014
IL WARN11.15 - VWy d-19n p.r..ene�_ ..d AFAID AVTE-1 ON MIS AND rMMUDED MYTEX REFEREAXX PAGE 111IT- 7423 — 0212 6/2013 SEFOAZ USE
Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component.
Applicability of design parameters and proper incorporation of component is respoinsiflity, of building designier - not truss designer. Bracing shown ISE'
is for lateral support at individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibility of the
erector. Additional permane,rit 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 ANSIITPII Quaffity Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information 7voilable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4116
I lumber is �pecified, the design value% are tho. 110112023 byALSC
Job
Truss
Truss Type -71
ty
Lb
26273
FG02
Floor Girder
[ly 2
Reference (optional)
casi uoast I russ, t-on vierce, t-L
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 21 �1 680(B)
7.5UU s Oct IS 2013 MiTeK Induslnes. Inc. Wed Jan 08 17:41:43 2014 Page 2
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-bbBxpEUK82jYwzph8r-m4QyhhpE2r9isrqCPv6BzxMNM
Qxj IN V
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441
T
J-
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FL Cert. 6634
January 9,2014
A W4RNTAA5 - V.rjYy d-19, p.--. MM —d READ NOTES ON THIS AND rAr-LUDED MITIEK REFEREACE PAGE PI.Tr-1473 — 02/26/201:3 BEFO&E USE
Design valid for use only %rith MTek connectors. This design is based only upon parameters sho�. 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 shovn
is for lateral support of individual vveb members only. Additional temporary bracing to insure stability during construction is the responsiblility, 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 ANSIJIPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information 7voiloble from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Tampa. FIL 336104115
If5outhernPine SP lumber isspecified, the design values are those effective 06A1,12013 byAL5C
Job
Truss
Truss Type
city
Ply
7172Tj.t
26273
FG03
Floor Girder
Reference (optional)
East L;oast Truss, von Pierce, FL
i 1-1-8 -A
7.500 a Oct 18 2013 MiTek Industries. Inc. Wed Jan 08 17:41:43 2014 Page 1
ID:Ov3lZSS?OELtWxUORPVrlxzxOWF-bbBxpEUK82iYwzph8cm4QyhkMEgw9mLrqCPv6BzxMNM
Scale = 1:15.2
12X4 11 2 3X4 =
3 3X4 =
43X4 = 52X4 11
C�
N
4X6 HHUS48 7x6 HHUS48 7X6 HHUS48
9 10 8 11 7 12 6
HHUS48 HHUS48 4X6
LOADING (psf)
SPACING 2-0-0
CS1
DEFL in
(loc) Udefl Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.10
Vert(LL) -0.01
7-8 >999 360
MT20 244/190
TCDL 20.0
Lumber Increase 1.00
BC 0.35
Vert(TQ -0.02
7-8 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.35
Horz(TL) 0.01
6 n/a n/a
BCDL 5.0
Code FBC201 OrrPI2007
(Matrix)
Weight: 108 lb FT = 11%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 6-G-0 oc purlins, except
BOT CHORD 2x8 SP No.2
end verticals.
WEBS 2x4 SP No.3 *Except*
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
1-9,5-6:2x6 SP No.2
REACTIONS (lb/size) 9=1730/Mechanical, 6=1794/Mechanical
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�2063/0, 3-4�210410
BOTCHORD 9-1 0=0/1 218, 8-1 0=0/1 218, 8-11 =0/2182, 7-11 =0/2182, 7-12=0/1 241,
6-12=011 241
WEBS 2-9�185310.2-8=0/1439, 4-7=0/1471, 4-6�1887/0
NOTES
1) 2-plytrussto be connected togetherwith 10d (0.131"xY) nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-0-0 oc, 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc.
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 ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
5) Recommend 2x6strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacksto
be attached to walls at their outer ends or restrained by other means.
6) Use Simpson Strong -Tie HHUS48 (22-1 Old Girder, B-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
1-10-4 from the left end to 5-10-4 to connect truss(es) FL02 (11 ply 2x4 SP) to front face of bottom chord.
7) Use Simpson Strong -Tie HHUS48 (22-1 Od Girder, B-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
3-10-4 from the left end to 5-10-4 to connect truss(es) FL04 (I ply 2x4 SP) to back face of bottom chord.
8) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber lncrease=1.00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 6-9�10, 1-5�120
Concentrated Loads (lb)
Vert: 10�804fl 11�892(F�804, B=-89) 12�892(F=-804. B=89)
& I N
0
NQ__N68182
T
A,
ky
FL Cert. 6634
January 9,2014
A WAPNVIG - V.1W y lf��191 P-1— W,rs — d REA I' AV TES ON 77US AW rAIMUDED 147 TENREFFREMDE PAGE 141r- 74 73 — . 0212 6/2013 Ll FFORS USE
Design valid for use only Min 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 two designer. Brading 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 Quardy Criteria, DSB-89 and BCSI BuIldling Component
SafeXinformation available from Two Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, V 6904 Parke East Blvd.
1,5 A 22314.
th e rn P ine JSPJ lumberlis �p ec ified, th e deflign val u e-z a re those effe ctive 0610112013 byAL5C Tampa. FL 33610-4115
Job -
Truss Type
Qty,
Ply
ITruss
Lb
26273
FLO1
Floor
9
1
Reference footional)
.... .......
G-3-8
" i 1-3-0
4X6 4X4
1 2 3
c
,,mu s ua io zui� m,, -m—sm.s. in.. wea jan uo i t:4r:� zu14 Vage 1
ID:Ov3lZS6?OELtMuORPVrlxzxOWFAnIJOZVyvLqPY70tiKHJz.ADnsdNou9cL_2s9TedzxMNL
1-4-4 2-0-0
3x6 FP
4 5 6 7
Scale = 1:31.3
4X4
9 10
22 21 20 19 18 1716 15 14 13 1�
1x4 44 4X4 1X4 11 2X3 11 3X6 FP = 4X4 3X6
0-3-8
2-
6_8_0 V111-12 IR9 ;_X 5-6-8 18-3-8
11§1 !__ 1 !N __
ol-8 -4-8
DV 1 2- 2-" 1-1122 2 2-9-0
LOADING (psif)
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING 2-0-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code FBC201 01T1312007
CS1
TC 0.56
BC O.B9
VVB 0.59
(Matrix)
DEFL in (loc) Vdefl Ud
Vert(LL) -0.14 18-19 >999 360
Vert(TL) -0.23 18-19 >913 240
Horz(TL) 0.02 12 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 110 lb FT = 20%F, 11 %E
LUMBER BRACING
TOP CHORD 2x4 SP No.2(flat) TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SP No.1 (flat) *Except*
end verticals.
12-15: 2x4 SP No.2(flat) BOTCHORD
Rigid ceiling directly applied or 1 G-0-0 oc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS (lb/size) 1=1158/0-3-0 (min. 0-1-8),12=1158/Mechanical
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2�734/0, 2-3=-729/0, 3-4�1835/0, 4-5=-249310. 5-6�2493/0, 6-7=-2730/0,
7-8�2701/0, 8-9=-2233/0, 9-10�1365/0
BOTCHORD 20-21=0/1385, 19-20=0/2269,18-19=0/2730,17-18=0/2730,16-17=012730,15-16=0/2545,
14-15=0/2545,13-14=0/1 906, 12-13=0/805
WEBS 7-17=-428/438, 1-21 =011 243, 3-21 �1 183/0, 3-20=0/811, 4-20=-781/0, 4-19=0/468,
6-19=568/0,10-12�136110,10-13=011010, 9-13=-975/0, 9-14=0/591, 8-14�563/0,
8-16=0/455, 7-16=-698/313
NOTES
t) Unbalanced floor live loads have been considered for this design.
2) All plates are 3x3 MT20 unless otherwise indicated.
3) Refer to girder(s) for truss to truss connections.
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 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
'till I I I I 18
I N
,:1 G E N
N 68182
F
T
L Cert. 6634
January 9,2014
,& WARMhAr -V�y cf—f— jr—u2m. nd READ NOTES ON TWSANDMAMUDED MITIEICREFERENCE PAGE MZT-7473 —. 0212612013 BEFORE USE
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
erector. Additional permanent bracing of the overoU structure is the responsibility of the building designer. For general guidance regarding MiTek'
fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Sale va 2314.
if ,�,Informaflon.7,�irble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA Tampa, FL 3361 D-4115
tbern Pin umber i; -- pacified, the desi=_n vat ues 3 re those effe ctive 0 6?10112013 bvAI_5C
Job
Truss
Truss Type
Qty
Ply
26273
FL02
Floor
3
Reference (optional)
... ... u—su.... m.. . — .. �,:. i:— —ge 1
".. �Zrl' S
ID:Ov3lZS6?OELtV\IxuOR xzxOWF4niJOZVyvLqPY70tiKHJzADjTdSkuBA-2 9TedzxMNL
G-3-8
1-3-0 1-4-4 2-0-0 0,3-12
Scale = 1:25.1
6x6
3X6 11 3X3 3X3 3x3 3X3 1X4 11 4X4 3X3
1 2 3 4 5 6 7 8 9
17 16 15 14 13 12 11 10
1X4 4X4 3X3 3X3 1X4 6x6 4X4 3x6
o
�'V
�N 1 !1 42 N
8:1-1,2 2�1�12
1 JQ�1�12 1'-10-0 14-7-0
2.
T�12 2-9-0
Plate Offsets (X.Y): 112:0-1-8.Edgel
LOADING (psf)
SPACING 2-0-0
CS1
DEFIL in
(loc) Vdefi L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.78
Vert(LL) -0.14
13-14 >999 360
MT20 244/190
TCDL 20.0
Lumber Increase 1.00
BC 0.57
Vert(TL) -0.26
13-14 >659 240
BCLL 0.0
Rep Stress Incr YES
WB 0.51
Horz(TL) -0.04
10 n/a n1a
BCDL 5.0
Code FBC201 0/TP 12007
(Matrix)
Weight: 89 Ito FT = 20%F, 11 %E
LUMBER
BRACING
TOPCHORD 2x4 SP No.1 (flat) *Except*
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
1-2: 2x4 SP No.2(flat)
end verticals.
BOT CHORD 2x4 SP 285OF 1.8E(fiat)
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS (lb/size) 10=917/Mechanical, 1=917/0-3-0 (min. 0-1-8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2�563/0, 2-3�55810, 3-4�1 348/0, 4-5�1 679/0, 5-6�1 614/0, 6-7�1 61410,
7-8�11012/0
BOTCHORD 15-16=0/1053,14-15=0/1638,13-14=0/1614,12-13=0/1614,11-12=0/1453, 10-11=01624
WEBS 5-13=-275/0, 6-12=-758/0,1-16=0/951, 3-16=-892/0,3-15=0/533, 4-15=-522/0,
8-1 0=-1 054/0, 8-11 =0/701. 7-11 �796/0, 7-12=0/1 062
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design ofthis truss.
4) Recommend 2x6 strongbacks, on edge, spaced at 1G-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacksto
be attached to walls at their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
00% GO I N V,�,
\cEN
N 68182
S T F 1JJ
FL Cert. 6634
January 9,2014
L�, VIARNTNr . V-1ty d.sig, —d READ NOTES ON T741SAND rNCLUDED 14TTrK REFERENCE PAGE MIr-7473--.021.1612013 E-EFOAjE USE
Design valid for use only vAth M*Tek connectors. This design is based only upon parameters sho�. and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibIffity of building designer - not truss designer. Bracing sho,m,
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 responsibifity of the building designer. For general guidance regarding MiTek'
fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information 6904 Parke East Blvd.
Sou ovaijable from Truss Pic I te Institute, 781 N. Lee Street, Suite 312 Alexandria VA 7,2314. Tampa, FL 3361 "115
thern Pine ISPI lumber is specified, the design valuez are thosi effectiv906j 01,12013 byALSC
Job
Truss
Truss Type
Qty
Ply
T6T
T
26273
FL03
Floor
IT
Jot
Job Ref-erence (optional)
i 1-3-0
2
1x4 11
4
I..uu is �m lo zui- mm.0 ..... nc. vvea jan vo i t:.1:40 ZuI4 �age 1
ID:Ov3lZS6?OELtMuORPVrlxzxOWF-Yz]hEvVbgfyG9Hz3GIoYVNmuB1 lqdg?BHWuOB4zxMNK
2-2-8 W181
1X4
5 6
3X6
8
Scale = 1:20.4
14 13 12
11 10
9
3x6
3X4
1X4
11-10-8
11-7-0
11-9-01
11-7-0
022-13
0-1-8
LOADING (psf)
SPACING 2-0-0
CS1
DEFIL in (loc) I/defl Ud
PLATES
GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.78
Vert(LL) -0.10 12-13 >999 360
MT20
244/190
TCDL 20.0
Lumber Increase 1.00
BC 0.71
Vert(TL) -0.16 12-13 >840 240
BCLL 0.0
Rep Stress Incr YES
WB 0.34
Horz(TL) 0.04 8 n/a n/a
BCDL 5.0
Code FBC2010rrPI2007
(Matrix)
Weight: 72 Ila
FT = 20%F, 11 %E
LUMBER
BRACING
TOP CHORD 2x4 SP No.2(flat)
TOPCHORD Structural wood sheathing directly applied or 6-0-0
oc purlins, except
BOT CHORD 2x4SPNo.2(flat)
end verticals.
WEBS 2x4 SID No.3(flat)
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 14=741/Mechanical, 8=741/0-3-0 (min. 0-1-8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�785/0, 3-4=-1085/0, 4-5=-1085/0, 5-6�108510,6-7=419/0, 7-8=-425/0
BOTCHORD 13-14=01505,12-13=011029,11-12=0/1085, 10-11=0/811
WEBS 2-14=-853/0, 8-1 0=0/715, 2-13=0/505. 6-1 O�70710, 3-13=-441/0, 6-11 =0/572, 3-12=-21/279, 5-11 =-35210
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 3x3 MT20 unless otherwise indicated.
3) Refer to girder(s) for truss to truss connections.
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 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
00 1 N V
E N
N 68182 10
T F
%
FL Cert. 6634 1
January 9,2014
VZ4RMING - V—dy d—ign P.—M- -nd READ NOTES ON THTS AND rMMUDED MZTEX REFEREME PAGE MZf- 7473 — 02/. 6/2013 BEF-ORE USE
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicabillity 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 responsiblilify at the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M!Tek'
fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TP]l Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
SafeXinformatlon avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115
1,5 the rn Pine (SPI lumber iszpeijiied, the design values are those effective 06/01,12013 byALSC
Job
Truss
Truss Type
Qty
1ply
T
�
26273
FL04
Floor
2
1
-
Job Reference (optional)
ID:Ov3lZS6?OELtWxuORPVrlxzxOWF-YzlhEvVbgfyGgHz3G1 oYVNm3zlwMdlc8HWuOB4zxMNK
1 G-8-14 I
1 3X3 11 2 4X4 3 4X4 4 3x3
4X6 =
7
4x4
6
5
4XI5 =
Scale = 1:13.0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
Ildefl
L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.09
Vert(LL)
-0.00
6
>999
360
MT20 244/190
TCDL 20.0
Lumber Increase 1.00
BC 0.03
Vert(TL)
-0.00
6
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.05
Horz(TL)
0.00
5
n1a
n/a
BCDL 5.0
Code FBC2010fTPI2007
(Matrix)
Weight: 32 lb FT = 20%F, 11 %E
LUMBER
TOP CHORD 2x4 SP N0.2(flat)
BOT CHORD 2x4SPN0.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS (lb/size) 7=209/Mechanical, 5=209/Mechanical
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING
TOPCHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except
end verticals.
BOTCHORD Rigid ceiling directly applied or 1 O-G-0 oc bracing.
NOTES
1) Refer to girder(s) for truss to truss connections.
2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
3) Recommend 2x6 strongbacks, on edge, spaced at 1G-0-0 oc and fastened to each truss with 3-10d (0.131" X W) nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
t1111 I I I I I 111'rij
IN v
NS
oo
N 68182
:1j,
T F
V
%
FL Cert. 6634
January 9,2014
A WARNMAG -V.,#Vd—ig� p,a_1rSAD NOTES ON THTSAND rNCLUDED 14rTEKrEFEr�EA�CEP.IGElllr-7473,�-. 02/26/2013 &EFORE USE
Design valid for use only vAth NITTek connectors. This design is based only upon parameters sho�. 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 shovin
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsbiffity of the building designer. For general guidance regarding MiTek'
fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TP]l Quality Critedo, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety InImmation 7vallable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA ?2314.
Tampa. FL 33610-4115
IfSouthernPine SP lumber isspe[ified, the design values are those effective (1610212013 byALSC
Symbols Numbering System � A General Safety Notes
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0 -,/1
For 4 x 2 orientation, locate
plates 0-'Ag' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
width measured perpendicular
4 x 4 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.
Industry Standards:
ANSI/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)
2
TOP CHORDS
C1-2
C2-3
WEBS 4
0
U 0
U
01 1 c�
C7-8 C6-7 C5_6 0
BOTTOM CHORDS
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHO:DS AND WEBS ARE IDENTIFIED BY END JOINT
NUM ERSAETTERS.
PRODUCT CODE APPROVALS
]CC -ES Reports:
ESR-131 1, 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 ALSCapproved/new values
with effective date of June 1, 2013
0 2012 MiTek@ All Rights Reserved
Bel
Milpek"'
MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013
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 BCSI.
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 never
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/TPl 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 I Quality Criteria.
tFILEPlanning & Development Services Depar
Building & Code Regulations Division
2300 Virginia Avenue, Fort Pierce, FL 34982 - (772) 462-1553
Certification for Design Load Compliance
Project Name: JARPON FLATS LOT -MODELB ... .........
Project Address: . . ......... ... ...
Permit It: —Occupancy Type; R .. - . 3 —ConstrUction Type: V-B
INSTRUCTIONS FOR USE'
• This certification must be completed, signed, and sealed by the design professional of record.
• Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following-
o New Residences (single or multi -family)
c Residential Addition
• Any accessory structure requiring a building permit
• Any non-residential structure.
Note: Form riot required for interior renovations provided that no exterior structural elements are affecLe,d and
certain rninor building permits at the discretion of the local building official. Contact the It above for questions.
DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply)
1. DESIGN CODE: Florida X Code 2010 Edition with 20 X SupplementsusingASCE71.0
2. Structure Designed as (check one): X Enclosed —Partially Enclosed Open
3. Risk Category: I X [I III IV E osure Category: 13 X C D
qq ft
1. DesignWind Velocity 170 rnph _ASD ZLRFD End Zone Width:
S. Mean Roof I leight 25.2' ft Roof Pitch: 6 :12 Parapet: ft
6. Components Cladding Desi n Pressures Used - LPSF based on 15'MRH, clearly label on all plan openings
?. 145G. + 4
42:; - t, -1-2-4- lz 4Z4. 1%
2onei!-Wc
q. Zone 27 -_Ig A2- r zone4rS'Q-16 Zone5!-37dr-C7.Garage:-.4q. .6
t � zone 3"
241
7. Design Load's: -'Floor: PC ..PSF R,of/Dead: PSF Roof/Live: Balcony: PSF
140 S Irc IS!re '47.
Dock: PSF Deck: PSF Stairs: - PSF Fence: PSF Railings: 11 Qf!!S PSF
8. Were Shear Walls Considered For Structure? V/Yes _Not Applicable Explain Why Not:
9, Is A Continuous Load Path Provided? X Yes -___Not Applicable Explain Why Not:
--------- - -
10, Design Soil Bearing Pressure: 2,500 PSF Soil Test Reports Submitted? X Yes
DESIGN PROFESSIONAL CERTIFICATION STATEMENT:
I certify that, to the best of my knowledge and belief, the attached plans & specifications have been designed to
comply with the applicable structural portions of the building codes currently adopted and enforced by St. Lucie
County. I also certify that structural elements depicted on these plans provide adequate resistance to the design
forces specified- Ac ?.,f-i
I It
U
S a
LU
Srki �,Drrn It 020-12 Revised 34�400S)
STATE OF
//ON A�-
r—AA(14 ITO *M11) V 617
Print Name Cert It & Co. Cert Auth.
PRO-we'T
4e xA 150" gj�
1.,q f
Company Name &Address
P7��N F�LATS-MODEL��aLOT 9
Planning.& Development Services Department
Building & Regulations Division
Product: Review Affidavit
Building Permit # Owners Name. Applicant:,
Product
Opening Design
Pressures
Product Rated
Desion Pressure
Manufacturer
Model. Number
Product Approval
Number
Glass
lype
Method of Attachment
Windows
+501-66 PSF
+801-80 PSF
PGT IND.
SH-700
NOA-11-1013.14
D
1/4!'ELCO SS4 CRETE-FLEX TO CONCRETE
Mullions
+49/-62 PSF
+64 PSF
PGT IND.
CLIPPED
NOA-1 1-0922.01
N/A
ELCO SS AGGREGATOR TO CONCRETE
F! xed.Glass
+44/-56 PSF
+65/-65 PSF
PGT IND.
PW-701
NOA-13-0502.03
5
1/4'ELC-0 S84 CRETE-FLEX TO CONCRETE
Block Glass
NIA
Skyl[6hts
N/A
Sl . iding Glass Doors
+441-54 PSF
+90/-90 PSF
PGT IND.
SGD770
NOA-11-i018,14
G4
1/4" ELCO SS4 CRETE-FLEX TO CONCRETE
Svi(Ing Type Doors
+48/-52 PSF
4-65/.65PSF
THERMATRU
SMOOTH STAR
FL8871-R4
N/A
1/4" ITW SCREWS TO CONCRETE
French Doors
+43(-47 PSF
+70/-80 PSF
PGT IND..
FD750
NOA-1 1-1013.24
A
'1/4'ELCO SS4 CRETE-FLEX TO CONCRETE
Garage Doors
+42/-50 PSF
+511-60 PSF.
AMARR
HERITAGE
NOA-13-050U.6
N/A
3/8"�2-3/4'111LTI SLEEVE ANCHOR TO CONC.
Hurricane Protection
N/A
Roof Ventilation
N/A
Roofing Material
-75 PSF
-51/-189 PSF
SUNLAST
METALJNC.
I I
5V METAL
ROOF
1
NOA-12-1009.01
1
N/A.
�CRLM�D TO PLYWOOD DECK
8" 0,C.PERI METERA CORNER &
16" O.C. FIELD
I have reviewed the above com onents.or cladding and I have approved t ide adequate resistance to the
p s
wind loads and forces specified by.curient code provisio - ns.
$ame: RANDALLSTOFFT Signature: sea . I
Design Prof: ARCHITECT. Cert., No.. FL-001 1105 Date:. 01,07,14
1`111 A M I 1:)AD�
MIAMI-DADF COUNTY
PRODUCT CONTROL SECTION
DEPARTMENT OF REGULATORY AND ECOMMIC RESOURCES (RER)
11805 SW 26Strcet, Iloom 208
BOARD AND CODF ADMINISTRATION DIVISION
Miami, Floridi 33175-2-174
T (786) 315-2590 F (M) 315-2599
NOTICE OF ACCEPTANCE (NOA)
Stinlast NNIetal, Ine.
2120 SW Ponin Drive
Palm City, FL. 34990
SCOPE:
This NOA is being issued under the applicable rulesand regulations governing th ' e use of construction materials. The
documentation submitted has been rcviewedandacccpted by Mianli-Dade County RER - Product Control Section to be
used in Mianii Dade Countyand other areas whcreallowed by the Authority I -laving Jurisdiction (AIJJ).
This NOA shall not be valid after [lie expirafion date stated below. The Miami -Dade County Product Control Section
(fit Miami Dade County) and/or the AIJJ (in areas other than Miami Dade County) reserve tile right to have this product
or material tested for quality assurance purposes. If this product or material fails to perform in tile accepted manner, the
manufacturer will incur the expense ofsuch testing and tile AM may ininiediately revoke, modify, or susimid tile use
orsuch product or material within dicit-jurisdiction. RER reserves the right to revoke this acceptance, if it is
determined by Miami-Dadc Coun(y Product Control Section that this product or material fails to niect the requirements
of the applicable building code.
'rhis product is approved as described herein, and has been designed to comply with the Florida Building Code
including the High Velocity Hurricane Zone of the Florida Buildingg Code.
DESCRIPTION: 5-V Metal Roof Systern
LABELING: Each unit sliall beara permanent label with the manufac(urer's name or logo, city, state and following
statement: "Miami -Dade, County Product Control Approved", unless otherwise noted herein.
RE, NENVAL of this NOA shall be considered after a renewal application has been riled and there has been no change
in tile applicable building code negatively affecting the performance of this product.
TrmMINATION or this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as all endorsement of any product, for
sales,advertising or tiny other purposes sliall automatically terminatc this NOA. Failure to comply with -ally section of
this NOA shall be cause for termination and removal of NOA.
ADVEirrismMEW: The NOA number preceded by the -,vords Miami -Dade County, Florida, and followed by tile
expiration date may be displayed in advertising literature. If any portion of tile NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and
shall be available ror inspection at the job site at tile request of the Building Official.
This revises NOAH I 1'-0 119.05 and consists of pages I through 5.
The submitted documentation was reviewed by Alex Tigera.
Ok�
NOA No.: 12-1009.01
l-'xpiration Date: 05104/16
Approval Date. 01/24/13
Page I of 5
�70IP79 AR4001 1105
, A
'APPROVED REVISE& RESUBMIT
APPROVED AS CORRECTED REJECTED
Thi ' s review is only for general conformance with the design concept of the
pro,,ect and general compliance with the information given in the contact
documents. Cori actions or comments made on theF shop drawings during
this ravlovi do not relieve the contractor from. compliance with the reqvire-
mr,ts of the plans and specificzlions. Approval 0 . f a specific llem shall not
incl.jide approval of an assembly of which the itlem is a component. Cojj-
tractor is responsible for. Dimensions to be confirmed and corimiated at the
job s�le; lim=ation that pertains solely to the febrication processes or to
ile Mons, maods, lechn�ues, sequerces and procedure., of construc-
tion: coordination of the work of all other trades: and for parforming all woric
in a safe and satisfactory manner.
RATE BY:
MIAMI DADE MIAMI—DADE COUNTY, FLORIDA
PRODUCT CONTROL SECTION
DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 S.W. 26'h Street, Room 208
AFFAIRS (PERA) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590, F (786) 315-2599
NOTICE OF ACCEPTANCE LNOA) www-miamidade.gov/perat
PGT Industries
1070 Technology Drive
Nokomis, FL 34275
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction
materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA-
Product Control Section to be used in Miami -Dade County and other areas Where allowed by the Authority
Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade, County Product Contr , ol
Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right
to have this product or material tested for quality assurance purposes. If this product or material fails to
perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may
immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA
reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control
Section that this product or material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code,
including the High Velocity Hurricane Zone.
DESCRIPTION: Series 11SH-70011 Al uminum Single Hung Window - L.M.I.
APPROVAL DOCUMENT: Drawing No. 4040-20, titled "Alum. Single Hung Window, Impacr', sheets I
through 11 of 11, dated 09/01/20 05,. with revision "D11 dated 10/07/2011, prepared by manufacturer, signed
and sealed by Anthony Lynn Miller, P. E., bearing the Miami -Dade County Product Control Revision stamp
with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control
Section.
MISSILE IMPACT RATiNG: Large and Small Missile Impact Resistant.
LIMITATIONS: Miami -Dade County Product Control Approved Shutters Or Protection Devises shall be
required for Glazing Option "M" at installations above 30 Ft. above ground (See sheet I of 11).
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/
series and following statement: "Miami -Dade County Product Control Approved" unless otherwise noted
herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been
no change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change
in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of
any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to
comply with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by th6 words Miami -Dade County, Florida, and
followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is
displayed, then it shall be done in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its
distributors and shall be available for inspection at the job site at the request of the Building Official.
This NOA revises NOA No. 11-0405.10 and consists of this"page 1, evidence pages E-1, E-2 and E-3, as
well as approval document mentioned above.
The submitted documentation was reviewed by Jaime D. Gascon, P. E.
22wk NOA No. 11-1013.14
Expiration Date: March 26, 2016
Approval Date: November 03, 2011
%W Page 1
RA WALL E. STOFFT ARCHOTECT39 p�,&
AA'1003379 AF=11105
EfAPPROVED REVISE & RESUBMIT
F1 APPROVED AS CORRECTED REJECTED
This reviow is only for general conformance with the design concept of the
project and general compliance with the information given in the contract
documents. Cori eCNDns or comments made on the shop drawings during
this review do not relieve the contractor from compliance with the require-
nnis of ft plans and specifications. Approval of a spacific item shall not
include approval of an assembly of which the item is a component. Gon,
tractor is resoonsible for: Dimens! ris to be confirmed and cormiated at the
job s,'.a; Infic,-mation that pertains solely to the fabrication processes or to
k,e means, Wthods, techniques, sequences and procedures of construc-
tion: coordination of the work of all other trades: and for performing all work
in a safe and satisfactory rnanner.
DATE ) BY: -(=
MIAMI-:DAD)E MIAMI-DADE COUNTY, FLORIDA
PRODUCT CONTROL SECTION
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) . H805SW26StrcetRoom208
BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) ��r%vw,miamidadL.govlecono_niA,_
PGTIndustries
1070 Technology Drive
North Venice, FL 34275
SCOPE:
This NOA is being issued under the applicable rules; and regulations governing the use of construction
materials. The documentation submitted has been reviewed and accepted by Miaini-Dade County RER-
Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority
Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product
Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve
the right to have this product or material tested for quality assurance purposes. If this product or material
fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ
may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction.
RER reseives the right to revoke this acceptance, if it is determined by Mianii-Dade County Product
Control Section that this product or material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building
Code, including the High Velocity Hurricane Zone.
DESCRIPTION: Series "PW-701/ 720/ 32011 Aluminum Fixed Window - L.M.I.
APPROVAL DOCUMENT: Drawing No. MD-720-820, titled "Series Fixed Window Installation
Guidelines", sheets 0 1 through 10 of 10, dated 07/14/03 with the latest revision dated 07/01/13, prepared by
manufacturer, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miaini-Dade County Product
Control Section Renewal stamp with the Notice of Acceptance number and Expiration date byllie Miami -
Dade County Product Control Section.
MISSILE IMPACT RATING: Large and Small Missile Impact Resistant
LABELING: Each unit sliall bear a permanent label with the inanufacturees name or logo, city, state,
model/series, and following stateinent: "Miami -Dade County Product Control Approved", unless otherwise
noted herein.
REVISION 'of this NOA shall be considered after a renewal application has been filed and there has been
no change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA willoccur after the expiration date or if there has been a revision. or change
in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement
of any product, for sales, advertising or any other purposes shall automatically terminate thisN0A. Failure
to comply with any section of this NOA shall be cause for termination and removal of NOA.
ADVE RTISEM14CNT: The NOA number preceded by the- 'words Miami -Dade County, Florida, and
followed by the expiration date inay be displayed in advertising literature. If any portion of the NOA is
displayed, then it shall be done in its entirety.
INSPE CTION: A copy of this entire NOA sliall be provided to the user by the manufacturer or its
distributors and shall be available for inspection at the job site at the request of the Building Official.
This NOA revises and renews NOA No. 11-1110.15 and consists of this page I and evidence pages E-1
and F,-2, as well as approval document mentioned above. ' .
The submitted documentation was reviewed by Jaime D. Gascon, P. E.
NOA No. 13-0502.03
C,M�IAM rzC?UWNTY
Expiration Date: February 19,2019
Approval Date: July18,2013
Page I
RANDALL E. STOFFT ARCgjff�C-73
9 p
A=03379
[dAPPROVED AR40011105
REVISE & RESUBMIT
E] APPROVED AS CORRECTED REJECTED
This review is only for general conformance with the design concept of the
project and general Compliance with the information given in the contract
docun, ants. CorTections or comments made on the shop drawings during
this review do not relieve the contuactor from romplisrice with the require-
insm's of. tie plans and sPiScifications. Approval of a speciffft llem shall not
include approval of an assembly of which the item is a componept. car,
tractor is responsible for: Dimensions to be confirmed and core.,'ated at the
job sife: Inf0fination that pertains solely to the febriication processes or to
ile means, methods, techniques, sequences and proccdures of construc-
lion: coordinallon of the viork of all other trades: and for performing all work
in a safe and satisfactory manner.
DATE BY:
MIAMMADEM MIAMI-DADE COUNTY
114161111111 J I M _EW PRODUCT CONTROL SECTION
DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208
AFFAIRS (PERA) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NQA) A"yw.minmidade.jgoy/pera/
PGT Industries
1070 Technology Drive,
North Venice, Fl. 34275
SCO.PE:
This NOA is being issued under the applicable rules and regulations governing the use of construction
materials. The documentation subtnitted has been reviewed and accepted by Miami -Dade County PERA -
Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority
Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control
Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right
to have this product or material tested for quality assurance purposes. If this product or material fails to
perform in the accepted manner, the manufacturer will incur the -expense of such testing and the AHJ may
immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA
reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control
Section that this product or material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building
Code, including the High Velocity Hurricane Zone.
DESCRIPTION: Series "PGT" Clipped Extruded Aluminum Tube Mullion - L.M.I.
APPROVAL DOCUMENT: Drawing No. 63003R, titled "Impact -Resistant Aluminum Tube Mullions",
sheets I through 22 of 22, prepared by manufacturer, dated 08/29/11, signed and scaled by Anthony Lynn
Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance
number and expiration date by the Miami -Dade County Product Control Section.
MISSILE IM[PACT RATING: Large and Small Missile Impact Resistant
LABELING: Each unit shall bear a permanent label with the manufacturer I 's name or logo, city, state,
model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise
noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been
no change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change
in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement
of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure
to comply with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the'words Miami -Dade County, Florida, and
followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is
displayed, then it shall be done in its entirety.
INSPECTION: A copy of this entire NOA shall be providerd to the user by the manufacturer or its
distributors and shall be available for inspection at thejob site at the -request of the Building Official.
This NOA -revises NOA # 10-0819.05 and consists of this page.] and evidence page E-1, as well as approval
document mentioned above.
The submitted documentation was reviewed by Manuel Perez,,P.E.
NOA No. 11-0922.01
Expiration Date: May 26, 2016
Approval Date: December 08, 2011
Page 1
RM BALL E. STOFFT ARCFuJTECTS� p.A.
AA#003379 AR40011105
lZrAPPROVED REVISE & RESUBMIT
[] APPROVED AS CORRECTED REJECTED
This reviow is only for general conformance with the design concept of the
projact and general compliance with the information given in the contract
dOGUments. Corrections or comments made on 'the shop di-mifings during
i
thl review do not cell ve the conlractor from Wrlpl.anca with the require-
, .8 .0
mrinle, Of the Plans and specifloations. Approval Of a speci'allc item shall not
inc'.uda approval of an assembly of which the item is a componer!!.
tractor is I 03l)0nsibl9 for: DimansinGns to be confifflRed and co,7ciatsd at the
lob sile; lrf,!!,na(i 9 that pertains solely to the fabrication processes or to
�,.e means, mn'L-:Ods, fachniques, sequences and procedures of construe-
tion: coordination of the work of all other trades: and for performing all work
in a safe and satisfactory manner.
DATE: 9y:
I=kk
M �.W
IAMIDADE MIAMI-DADE COUNTY
PRODUCT CONTROL SECTION
DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street ' Room 208
AFFAIRS (PERA) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) iv-ww.iniamidade.gov/i)era/
PGT Industries
1070 Technology Drive,
Nokomis, Fl. 34275
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials.
The documentation submitted has been reviewed and accepted by Miami -Dade County PERA -Product Control
Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction
(AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control
Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to
have this product or material tested for quality assurance purposes. If this product or material fails to perform in
the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately
revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right
to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or
material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to.comply with the Florida Building Code,
including the High Velocity Hurricane Zone.
DESCRIEPTION: Series "SGD-770" Aluminum Sliding Glass Doors w / wo Reinf�rcemcnts
APPROVAL DOCUMENT: Drawing No.PGT0002 Rev C, titled "Series 770 Alum SGD-LMI".. sheets I
through 23 of 23, prepared by manufacturer, dated 08/05/07 and last revised on 10/11/11, signed and scaled by
Lynn Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of
Acceptance number and expiration date by the Miami -Dade County Product Control Section.
MISSILE IMPACT RATING: Large and Small Missile Impact Resistant
Limitations:
1. See table 1, 2 & 3, sheets 7, 8 & 9 of this approved drawing set for applicable SGD unit sizes, design
pressures, reinforcements, glass types, sill riser and anchors requirements.
2. Egress operable doors must comply with min clear width per FBC, as applicable.
3. All laminated glazing options are with interior HS glass, see glazing options, sheet 1, 5 & 6.
LABELING: Each unit shallbear a permanent label with the manufacturer's name or logo, city, state and series
and following statement: "Miatni-Dade County Product Control Approved", unless otherwise noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no
change in the applicable building code negatively affecting the performance of this product..
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any
product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply
with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Mi.ami-Dade County, Florida, and followed by
the expiration date may be displayed in advertising literature. If any portion -of the NOA is displayed, then it shall
be done in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors
and shall be available for inspection at thojob site at the request of the Building Official.
This NOA revises NOA # 09-0826.10 and consists of this page 1 and evidence pages E-1, as well as approval
document mentioned above.
The submitted documentation was reviewed by Ishaq L Chanda, P.E.
)=UNTY NOA No 11-1018.14
Expiration Date: February 17,2015
N Approval Date: December 01, 2011
%% VON Page I
RANDALL E. 870,FFT ARMECT59 PA.
779 AWN 1105
AVPPROVED REVISE & RESUBMIT
[—] APPROVED AS CORRECTED REJECTED
Thl! revia-w is only for general conformance with the design concept of the
�rqject and general compliance with the information given in the contract
Qo'�Umen Corrections or comments made on the shop dravAngs during
this rel
v,, a
�o not relieve the contractor from compliance with the require-
M11' Is of the plans and Specifications. Approval of a specific item shall not
inc.4ide approval of an assembly of which the hem is a componem. GOT,
trac!or is respum.sible for: Dimensions to be confirmed and corr-;iated at the
job si",% Info! mation fliat pertains solely to the fabrication processes or to
9�88 U21-1s, rnz-thods, techniques, sequ3nces and procedures of construc-
tioll: coordinatiOn 07"tbo work of all other trades: and for porf-ojrr�jng all j,&,k
ii, a saj'e z,.qd oslislaclory rt.3-nner.
MIAMI-DADE' MIAMI-DADE COUNTY
W's 14181" PRODUCT CONTROL SECTION
DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208
AFFAIRS (PERA) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) www.iiiianiicia(le.goy/i)era/
PGT Industries
1070 Technology Drive,
Nokomis, Fl. 34275
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction
materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA -
Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority.
Having Jurisdiction (AHJ).
This NOA shall not be valid after the, expiration date stated below. The Miami -Dade County Product
Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve
the right to have this product or material tested for quality assurance purposes. If this product or material
fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ
may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction.
PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product
Control Section that this product or material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building
Code, including the High Velocity Hurricane Zone.
DESCRIPTION: Series 11FD-75011 Outs-tving Alumimim French Door w/Sidelites — L.M.L
APPROVAL DOCUMENT: Drawing No. 8000-11, titled "Alum. French Door & Side Lites, Impact",
sheets 1 through 12 of 12, dated 12/23/04, with revision E dated 10/12/11 prepared by manufacturer, signed
and sealed by Anthony Lynn Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp
with the , Notice of Acceptance number and expiration date by the Miami -Dade County Product Control
Section.
MISSILE IMPACT RATING: Large and Small Missile Impact Resistant
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state,
model/series, and following statement: "Miarni-Dade County Product Control Approved", unless otherwise
noted herein.
RE NE WAL of this NOA shall be considered after a renewal application has been filed and there has been
no change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change
in the materials, use, and/or manufacture of the product Qr process. Misuse of this NOA as an endorsement
of any product, for sales, advertising or. any other purposes shall automatically -terminate this NOA. Failure
to comply with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and
followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is
displayed, then it shall be done in its entirety.
INSPECTION: A'copy of this entire NOA shall be provided to the user by the manufacturer or its
distributors and shall be available for inspection at the job site at the request of the Building Official.
This NOA revises NOA # 09-1028.10 and consists of this page I and evidence pages E-1, E-2, and E-3, as
well as approval document mentioned above.
The submitted documentation was reviewed by Manuel Perez, P.E.
NOA No 11-1013.24
Expiration Date: February 24,2015
ApprovalDate: November24,2011
..'Page I
RANDALL E. MFFY AMUFAT07% PA.
AA#003379 AM011105
[E(APPROVED REVISE & RESUBMIT
[:] APPROVED AS CORRECTED REJECTED
This review is only for general conformance with the design concept of the
project and general compliance with the information given in the contact
docume-nts. Corrections or comments made on the shop drawings during
this review do not relieve the contractor from compliance with the require-
mants of the plans and specifications. Approval of a specific item shall not
inclAude approval of an assembly of which the Rem Is a componerit. Coil-
tr,octor is responsible for: Dimensions to be confirmed and cormiated at the
job infnTnation that pertains solely to the fabrication processes or to
'7.?�ms, methods, techniques, sequences and procedures of con3truc-
crdination of the work of all othar trades: and for performing all work
and satisfaciory manner.
9'AMARR HERITAGE 1000/2000
OAK SUMMIT 1000/2000
+51.1 PSF -60.3PSF
MIAINMDADE COUNTY
PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPAR'DIENT OF RIEGUIATORY AND ECONOMIC RESOURCES (RER) -Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599
NOTICE, OF ACCEPTANCE (NOA) iviv�y.niianiidadt-go—v-/e—c—o—no--ni-y
Amarr Garage Doors
125 Carriage Court
Winston-Salem, NC 27105
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be
used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AH4
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In.
Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or
material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the
manufacturer will incur -the expense of such testing and the AHJ may immediately revoke, modity, or suspend the we of
such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined
by Miami -Dade County Product Control Section that this product 'or material falls to meet the requirements of the
applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code,
including the High Velocity)Hurricane Zone.
DF SCRIPTION: Model 950 Heritage & 655 Oak Summit 1000, 2000 Steel Sectional Garage Door up
to -91-011 Wide (DP +51.1, -60.3 FSF)
APPROVAL DOCUMENT: Dra-win- No. IRC-9509-180-21, titled "Model 950 Heritage & Model 655 Oak
Summit, (24 GA) 1000, 2000, Short, Long, Flush and Oak Summit Pariels". sheets Ithrough 3 of 3, dated
03/14/2003, with revision B dated 10/13/2011., prepared by Amarr Garage Doors, signed and sealed by
Tomas L. Sholmerdine, P.E., bearing the Miami -Dade County Product Control revision stamp Nvith the
IsTotice of Acceptance number and expiration date by the Miami-D'ade County Product Control Section.
MISSILE EWACT RATING: Large and Small Missile Impact Resistant
LABE, LING:'A permanent label with the manufacturer's name or logo, 3800 Green -way Circle, LaNvrence,
Kansas, model number, the positive and negative design pressure rating, indicate impact rated if applicable,
installation instruction drawing reference number, approval number (NOA), the applicable test standards, and
the statement reading 'Miami -Dade County Product Control Approved" is to be located on the door's side
track, bottom angle, or inner surface of a panel.
RE' NE' WAL of this NOA shall be considered after a renewal application has been filed and there has been no change
in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as anendorsement of any product, for
sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of
this NOA shall be cause for termination and removal ofNOA.
ADVERTISEMENT.- The �TOA number preceded by the words Miami -Dade County� Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire X0A shall be provided to the user by. the manufacturer or its distributors and
shall be available for inspectionat the job site at the request of the Building Official.
This NOA revises and reneivs NOA ft 12-0228.12 and consists, of this page I and evidence, page E-1, as well
as approval document mentioned above.
The submitted documentation Nvas revieived by Carlos M. Utrera, P.E.
NOA No 13-0503.06
Expiration Date: September 4,2018
7P."I ;U) Approval Date: August 8,,2013
Page I
MANDIALL Ell STOFFY ARCM90739 P.A.:
AM003379 AF=11105
EfAPPROVED n REVISE & RESUBMIT
E] APPROVED AS CORRECTED E] REJECTED
This review iswly for general conformance with the design concept of the
project and general compliance with the information given in the contract
documents. Corrections or comments made on the shop dravvings during
this raviow do notreflevathe contractor from compliance Mith the require-
winis of the pI.Ens and specifications. Approval of a specific item shall not
inc!u,dle approval otan assembly of which the item is a component. Con-
ti —a!,, r is w onsible for. Dimensions to be confirmed and cDr!--,7ated at the
i Kl�,—najon that pertains solely to the fabrication processes or to
�iezhods, techniques, sequences and procedures of construc-
of the work of all other trades: and for performing all,work
manner.
Florida Buliding Code Online
Flodda DepamentOf BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I stats & Facts I Publications I FBC Staff I BCIS Site map I Links I search
Busines ,
Professib'--al @Product Approval
USER: Public User
Regulation
MINIM! 71 Product Anoroval Mem > Product or Application Search > Anolication List > Application Detail
FL #
FL8871-114
Application Type
Revision
Code Version
2010
Application Status
Approved
Comments
Archived
El
Product Manufacturer Therma-Tru Corporation
Address/Phone/Email 118 Industrial Drive
Edgerton, 01-1 43517
(419) 298-1740
rickw@rwbldgconsultants.com
Authorized Signature Vivian Wright
rickw@rwbidgconsultants.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Emall
Category Exterior Doors
Subcategory Swinging Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida
Professional Engineer
El Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed the Lyndon F. Schmidt, P.E.
Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2015
Validated By Ryan 1. King, P.E.
[D Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard) Standard Year
ASTM D1929 1996-
ASTM D2843 1999.
ASTM D635 2003
ASTM E1300 1998
https://www.flo(idabuilding.org/prlpr�_appjtl.aspx?param=wGEVXQwtDqty3IjWak2nHrpk8igSONhdR2nz4AwzvQM�/�3d[1/7/2014 12:39:44 PM]
RANDALL E. GTONT ARCHFEC735 P.A.
AA#003379 AR#0011105
[jfAPPROVED E] REVISE & RESUBMIT
[] APPROVED AS CORRECTED [] REJECTED
This review is only for general conformance with the design concept of the
project and general compliance with the information given in the contract
documents. Corrections or comments made on the shop draivings during
this favlow do not relieve ft contractor from compliance with the require-
rmF;'Lr, c�' ti�ie plans and specifications. Approval of a specific item shall not
indkudla appmva I of an cissam rbly of which the. item is a component- Cor,
ti,aclor is re�oons!,��!e for: Dimensions to be confirmed and corraiated at tha
jr,bSue; Irde-iFfation (hat. partains solely to the fabrication processes or to
m3ans, maj[hDds, teft�ues; sequsrccs and' procedures of construc-
tion: coordinstion of the work of all othe� tradw. -and for. perfoirmijig. all work
in a safe and satisfactory mannw..
DATE Br,
t"
"Iding Code Online
Florida Bul
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
ASTM E84 2000
ASTM G26 1995
TAS 201, 202, 203 1994
Florida Licensed Professional Engineer or Architect
FL8871 R4 Eauiv of STANDARDS,od
Method 1 Option D
02/27/2012
02/29/2012
03/07/2012
04/03/2012
Summary of Products
FL#
IlModeli Number or.Name
Description
8871.1
a. "ClassicCraft Rustic" Series
3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) -
Inswing or Outswing
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL8871 R4 11 Inst 8871,1,12df
Approved for use outside HVHZ: Yes
Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes
Created by Independent Third Party: Yes
Design Pressure: N/A
Evaluation Reports
Other: See INST 8871.1 for Design Pressure Ratings by specific
FL8871 R4 AE Eval 887l.l.i2df
Model and for any other additional use limitations and installation
Created by Independent Third Party: Yes
instructions.
1 1
8871.2
b.."Class!cCraft" or "ClassicCraft Rustic"
3,'6:x 8'0 "Impact". Opaque Fiberglass Single Door (X).- Inswing or
ISeries
Outswing
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL8871 R4 11 Inst 8871.2.pdf
Approved for use outside HVHZ: Yes
Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes'
Created by. Independent Third Party: Yes
Design Pressure: N/A
Evailuation Reports
-Othdr: See INST 8871'.2 for Design Pressure Ratings by specific
FL8871 R4 AE Eva 8871.2.odf
Model,and, for any other additional usia, limitations'and installation'
—Created by. Independent Third Party:. Yes
instructions
8871.3
c. "ClassicCraft" or "ClassicCraft Rustic"
X6 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelite (OX
iSeries
or XO) - Inswing or Outswing
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL8871 R4 11 Inst 8871.3,odf
Approved for use outside HVIHIZ: Yes
Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes
Created by Independent Third Party: Yes
Design Pressure: N/A
Evaluation Reports
Other: See INST 8871.3 for Design Pressure Ratings by specific
FL8871 R4 AE Eval 8871.3.r)df
Model and for any other additional use limitations and installation
Created by Independent Third Party: Yes
instructions. (Note - ASTM E1300-98 utilized for areas inside the
HVHZ) -
8871.4
"Clas�icCraft" or "Clas§!cCraft RustIc't,,:y6,x.8'0
"Impact" Opaque Fiberglass Single Door with Sidelites
Id.
Series
9 w g r odtswirib
(OX nS 'in 6
Limits of Use'
Installation instructions,'
I
,'A0pr6vedfi:ir use'iri H41HIZ: Yes.
FL8871, R 1 4-'11 . In st'801A.bdf
ApIproved for use: outsi I de HVHZ: Yes
Verified By:'1ynddn'F. Schmidt P.E. 43409
Impact, Resistant:'Yes
Created, by Independent Third Party: Yes
Design Oressure:'Ni/A
.
Evaluation Reports, .
Other: See INS . T 8871 .4 for Ddsign'.Pressure Ratings by specific.
FL 8871 R4 AE-'EV'al 8871, 4,Ddf
Model- and for any. other additional use limitations and Installation
Created.0y' Independent Tbird,' Party: Yes
instructions. (Note B utiiiz d,'
ASTM E1300- 1 9 e for 6reas inside the
HVHZ)
8871.5
"FiberClassic" or "SmoothStar" Series
X0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Inswing or
Outswing
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FJ-8871 R4 II Inst 8871.5.odf
Approved for use outside HVHZ: Yes
Verified By: Lyndon F. Schmidt, P.E. 43409
https://www.flo(idabuilding.org/prlp�_appjtl.aspx?param=wGEVXQwtDqty3IjWak2nHrpk8ig5ONhdR2nz4AwzvQM�/03d[1/7/2014 12:39:44 PM]
4
Florida Building Code Online
Impact Resistant: Yes
Created by Independent Third Party: Yes
Design Pressure: N/A
Evaluation Reports
Other: See INST 8871.5 for Design Pressure Ratings by specific
FL8871 R4 AE Eval 8871.5.pdf
Model and for any other additional use limitations and installation
Created by Independent Third Party: Yes
instructions.
8871.6
7 i-ficiothStar", Se
a r,S ries
"FiberCl §�Ic" o
TO x 8,'10 ",Iml )act",Opaque Fiberglass,.Single boorwith Sidelite (OX
If.
or=) Inswing or Outsw ng
Limlts�.bf Use�
Installation Instructions,
'Approved the use I n HIVHIZ: Yes
FL8871 R4 II Inst, 8 , 87i:6,odu
zAppiovea for� use outside HIVIIIi: Yes
V I e . tin I ed By I :'L I y I n , don F..Schmlclt,� 13.15� '�]!�09
Impact Resistafit:� Yes
Created' by Independent Third Party,. Yes
Degigh Oress'ure: N/A
Evalua rt§
Other: See'INST 8871.6 for Design, Pressure katlri'gs hv snecific
FL8871 R4 AE Eval 8871.6.1acif
Mo I del and for any other additional use: limitations and Installation
created by' independent Third Party:. Yes
instructions. (Note - ASTM E1360-98 utilized for areas inside the
HVHZ)
8871.7
g. "FiberClassic" or "SmoothStar" Series
X0 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelites
(OXO) - Inswing or Outswing
Limits of Use
Installation Instructions
Approved for use in HIVKZ: Yes
FL8871 R4 II Inst 8871.7.pdf
Approved for use outside HVHZ: Yes
Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes
Created by Independent Third Party: Yes
Design Pressure: NIA
Evaluation Reports
Other: See INST 8871.7 for Design Pressure Ratings by specific
FL8871 R4 AE Eval 8871.7.pdf
Model and for any other additional use limitations and installation
Created by Independent Third Party; Yes
Instructions. (Note - ASTM E1300-98 utilized for areas inside the
HVHZ)
8871.8
h. "FiberClassic", "SmoothStar",
6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - Inswing
"ClassicCraft" or "ClassicCraft Rustic"
ISeries
or Outswing
Limits of Use
Installation Instructions
Approved for use in HIVHIZ: Yes
FL8871 R4 11 lnst 8871,8.pdf
Approved for use outside HVHZ: Yes
Verified By: Lyndon F. Schmidt, P.E., 43409
Impact Resistant: Yes,-
Created by Independent.Third Party: Yes
Design Pressure� N/A_
Evaluation Reports
Other: See INST 8871.8 foirbesign Pressure Ratings by specific
FL8871 R4 AE bial 8871.8.12df
Model and for any other additional use limitations and installation
Created by Independent Third Party; Yes
Instructions.'
8871.9
1. "FiberClassic", "SmoothStar",
6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with Sidelites
ISeries
"ClassicCraft" or "ClassicCraft Rustic"
(OXXO) - Inswing or Outswing
Limits of Use
Installation Instructions
Approved for use in HIVHIZ: Yes
FL8871 R4 Il Inst 8871.9.r)df
Approved for use outside HVHZ: Yes
Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes
Created by Independent Third Party: Yes
Design Pressure: N/A
Evaluation Reports
Other: See INST 8871.9 for Design Pressure Ratings by specific
FL8871 R4 AE Eval 8871.9.r)df
Model and for any other additional use limitations and installation
Created by Independent Third Party: Yes
instructions. (Note - ASTM E1300-98 utilized for areas inside the
IHVHZ)
I
W-050
Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phonen 850-487-18?A
The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida, :: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. Ifyou do not want your e-mail address released In response to a public -records request, do not
send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395.
*Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department
with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are
public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the
public. To determine If you are a licensee under Chapter 455, F.S., please click brxr—.
Product Approval Accepts:
Wj WE Ed ME
PKEMSUM-14-1
Cirdditr.ar
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dov IN t\ W OISIR
I�iAdam L. Hart, PE
1952 NW 21 s' Terrace
Stuart, FL 34994
772-215-8521
Contractor: John Morgan
Danas A/C
To whom it inay concern:
HRCD-DAC-LOT9-01202014-EA
January 20, 2014
Attached below is a summary of the Energy Calculations with the supporting calculation summary data.
Method A Compliance was utilized Avith Carrier HAP detailed analysis software (A more accurate method
than the Manual J calculations). As with all equipment sizing, these requirernents shall be coordinated with
the capability of the equipment available from the Mechanical Subcontractor. All equipment submittals
shall be submitted to the Engineer for approval prior to construction.
Project: Tarpon Model B, Lot 9, Ft Pierce Florida
Attached blow (Attachment A) is a signed and sealed report for my recommendations. All calculations and
specifications meet the 20 10 Florida Building Codes & Energy Code and follow engineering best practices
design fi-oni the American Society of Heating, Reftigeration, and Air Conditioning Engineers (ASHRAE).
WN. The detailed analysis summary and calculations are attached for reference.
Based on die design of this building and the resulting calculations, it is recommended that a 2 zone system
be utilized.
Total A/C: 5T (2 zone) — Zone damper & control logic for I" floor zone & second floor zone with separate
thertnostatic control.
Respectfittly Submitted By,
Adam L. Hart, P.E.
License # 63079
1952 NW 2 1 " Terrace, Stuart, FL
34994
772-215-8521
www.hrcdesigns. coin
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PDF Created with deskPDF PDF Writer - Trial :: http://www.dociidesk.com
HRCD-DAC-LOT9-01202014-EA
HRC Designs Energy Calculation Summary & Recommendat ions:
Design Parameters:
CityName ......................................................................................
West Palm Beach
Location......................................................................... ................................
Florida
Latitude...............................................................................................................
26.7
Deg.
Longitude.............................................................................................................
80.1
Deg.
Bevation..............................................................................................................
20.0
ft
SummerDesign Dry -Bulb ..................................................................................... 91.0
F
Summer Coincident Wet -Bulb ...............................................................................
78.0
F
SummerDaily Range ...........................................................................................
13.1
V
Winter Design Dry -Bulb ........................................................................................
43.0
F
WinterDesign Wet -Bulb .......................................................................................
36.1
F
Atmospheric Clearness Number ...........................................................................
0.90
Average Ground Reflectance ................................................................................ 0.20
SoilConductivity ................................................................................................ 0.800 BTU/(hr-ft-cF)
1 Cooling T - Stat SEd Point fl 72
Heating T-Stat 72'
Assumed Cooli. (Fj 66
Assumed Heating Coil LAT (F) 110d
Cooling oil Selection CIfftwia
Heating Coil
Fan
Selection
Salection
sensi e Load (MBH)
Latent Load (MBH)
Total Lon (MB1111
Criteria
Criteria
AHU Selection Recommendation
ffin Total
ANU
Serving
Calculated
Sendlole
Coil
S4_76?
rAin Sensible
Cooling allamed by
Code 13ased on W%
Calculated
UtentCoolllng
(Latent— Total -
Sensiblej
Total
Calculated
cooling,
Cooling
Allowed by
Code (MA
Calculaterill
Cakulated
Healing
Load JE18H) I
I'lorninal
OgSigFt
CRJ
Engineer
Recommended
Unit Selection
Fous)
TMOJAInedcan
Standard AHU
Re 1"MetidatiON
TranelAmerican
Standard Condensorll113
Recommendation
1`18atef Coil
1
Whole House (Gumbinedl!
�Totao
14
1 D.30
2400
C60H
ITIRS3060A
1
1
"Note to Contractor: It is recommended that the equipment be sized between 80% and 115% of the cooling loads above as allow* ed by the Florida
Energy Code, with a targeted 100% value. Oversizing a system call result in short cycling and sub par system efficiency.
P Air System Sizing Summary for AHU I
Project Name: Tarpon — B — 01202014Final 01/21/2014
Prepa d by: hrcd 01:57PM
Air System Information
Air System Name .............................................. AHU I
Equipment Class ....................................... SPILT AHU
Air System Type .................................................... MZ
Sizing Calculation Information
Zone and Space Sizing Method:
Zone CFM .......................... Oeak zone sensible load
Space CFM .................. Individual peak space loads
Central Cooling Coll Sizing Data
Total coil load .............. ........ — ..............................
4.7
Total coil load .......................................................
56.8
Sensible coil load ..... ............................................
47.6
Coil CFM at Jul 1600 ...........................................
2394
Max block CFM ..... .............................................
2648
Sum of peak zone CFM — ................................
—. 2421
Sensible heat ratio ..............................................
0.839
ft2fTon........... - ............. ......................................
474.6
BTU/(hr-ft-) ................ i ...................
—, ................ — 25.3
Water flow@ 10.0 'F rise .....................................
N/A
Central Heating Coll Sizing Data
Numberof zones ................................................ .......... 2
Floor Area ............................................................ 2245.3 ft2
Calculation Months ....................................... Jan to Dec
Sizing Data ................................................... Calculated
Tons
Load occurs at ..................................................
Jul 1600
MBH
CA DB I WB ................. .................................
90.6/77.9 'F
MBH
Entering DB / WB ...........................................
73.8/62.6 *F
CFM
Leaving DB / WB ............................................
55.3/54.3 *F
CFM
Coil ADP ..................................................................
53.3 'F
CFM
Bypass Factor .. ............................ .........................
0.100
Resulting RH ...............................................................
52 %
Design supply temp . .................................................
55.0 *F
Zone T-stat Check .................................................
2 of 2 OK
Max zone temperature deviation ................................
0.0 'F
Max coil load .......... .................... ...................... - 33.3 MBH
Coil CFM at Des Htg . � .......................................... 1009 CFM
Max coil CFM ...................................................... 1009 CFM
Water flow @ 20.0 *F drop ................................... NIA
Supply Fan Sizing Date
Actual max CFM ........................................... ...... 2548 CFM
Standard CFM ..................................................... 2547 CFM
Actual max CFM1ft2 ........... ................................... 1.14 CFM/ft2
Load occurs at ....... -- ........................................ Des Htg
BTU/(hr-ft2) ............................... ............................... 14.8
Ent. DB I Lvg DB ............................................ 67.6 / 98.1 'F
Fan motor BHP ........................................................ 0.00 BHP
Fan motor kW .......................................................... 0.00 kW
Fan static ................................................................. 0.00 in wg
Outdoor Ventilation Air Data
Design airflow CFM .................................................. 0 CFM CFM/person ............................................................. 0.00 CFM/person
CFM1/ft2 ................................................................. 0.00 CFM/ft2
Hourly Analysis Program v.4.1 Page 1 of 1
I
I Zone Sizing Summary for AHU I
Project Name: Tarpon B 01202014Final 01/21/2014
Prepared by: hrcd 01:57PM
Sizing Calculation Information
Zone and Space Sizing Method:
Zone CFM .......................... Peak zone sensible load Calculation Months ....................................... Jan to Dec
Space CFM .................. Individual peak space loads Sizing Data ............................ ...................... Calculated
Zone Sizing Data
Maximum
Design
Minimum
Time
Maximum
Zone
Cooling
Air
Air
of
Heating
Floor
Sensible
Flow
Flow
Peak
Load
Area
Zone
Zone Name
(MBH)
(CFM)
(CFM)
Load
(MBH)
(fe)
CFM1W
Zone 1
33.3
1814
1814
Jul 1600
21.8
1652.7
1.10
Zone 2
1 11.1,
607
607
Aug 15001
6.91
592.6
1.03
Zone Terminal Sizing Data
No Zone Terminal Sizing Data required for this system.
Space Loads and Airflows
Zone Name
Space Name
Mult.
Cooling
Sensible
(MBH)
Time
of
Load
Air
Flow
(CFM)
Heating
Load
(MBH)
Floor
Area
(ft2)
Space
CFM/ft2
Zone 1
1FL-BATH2-TARPONB
1
0.8
Oct 1500
45
0.6
47.7
0.95
IFL-BEDRM2-TARPONB
1
3.8
Jul 1700
206
2.91
169.7
1.21
1FL-BKFST TARPON9
1
3.9
Jul 1500
210
3.6
139.8
1.50
1FL-BR2-HALL TARPONB
1
0.1
Jan 1700
6
0.0
36.9
0.1
1FL-DINING-TARPON9
1
2.5
Jul 1700
138
1.7
110.0
1.26
1FL-FOYER-TARPON9
1
1.3
Jul 1600
72
1.2
60.8
1.19
IFL-GREATROOM-TARPON9
1
8.4
Aug 1400
457
4.6
478.0
0.96
1FL-KITCH-TARPON9
1
3.7
Jul 1500
201
0.9
147.41
1.36
1FL MASTERBR TARPONB
11
5.4
Aug 1500
294
4.6
217.8
1.35
1FL IWASTERHALL TARPONB
1
0.2
Aug 1500
13
0.2
13.0
1.00
1FL-MASTWIC-TARPONB
1
0.3
Jun 1400
14
0.0
63.1
0.23
1FL-MECHRM-TARPONB
1
0.0
Jan 1700
2
0.0
11.2
0.17
1FL-STAIRS TARPONB
1
1.5
Jul 1700
80
0.9
81.3
0.98
1FL-UTILITY TARPON9
1
2.2
- Jul 1500
122
0.7
76.01
1.61
Zone 2
2FL BATH3-TARPON9
11
0.8
Jul 1500
44
0.6
74.8
0.59
2FL BEDRIV13-TA-RPON9
1
2.5
Aug 14001
138]
1.5
137.9
1.00
2FL-BEDRM4-TARPON9
1
3.2
Jul 1700
174
1.9
147.6
1.18
2FL-LOUNGE-TARPON9
1
4.3
Sep 1500
234
2.2
202.0
1.16
2FL-WIC3-TARPON9
1
0.7
Jul 1500
38
0.61
30.31
1.24
Hourly Analysis Program v.4.1 Page 1 of I
Air System Design Load Summary for AHU 1
ct Name: Tarpon B 01202014Final 01/21/2014
e a 01:57PM
IPP":,Ij."red by: hrcd — —
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Jul 160D
COOLING OA 1313 1 WB 90.6 OF 77.9 OF
HEATING DATA AT DES HTG
HEATINGOADB/WB 43.0*F/36.1*F
ZONELOADS
Details
Sensible
(BTU/hr)
Latent
(BTU/hr)
Details
Sensible
(BTU/hr)
Latent
(BTU/hr)
Window & Skylight Solar Loads
293 ft2
7153
293 ft2
-
-
Wall Transmission
1837 ft2
5087
is
5350
-
Roof Transmission
1512 ft'
2937
1512 ft2
1561
-
Window Transmission
293 ft2
4801
293 ft2
7257
-
Skylight Transmission
0 h2
0
-
0 ft2
0
Door Loads
239 ft2
6948
-
239 ft2
5325
Floor Transmission
1641 ft2
0
-
1641 ft2
27721
Partitions
225 ft2
183
-
225 ft2
45
Ceiling
0 ft2l
0
-
0 ft2
0
Overhead Lighting
2425 W
6814
-
0
0
Task Lighting
ow
0
-
0
0
Electric Equipment
1800W
5658
-
0
0
-
People
0
0
0
0
0
0
Infiltration
-
4757,
9154
-
6392
0
Miscellaneous
0
0
-
0
0
Safety Factor
0%/0%
0
0
0%
0
0
>> Total Zone Loads
44338
91541
-
28701
0
Zone Conditioning
-
42686
9154
-
276181
0
Plenum Wall Load
0%.
a
-
0
0
-
Plenum Roof Load
0%
0
0
0
-
Plenum Lighting Load
0%
0
0
0
-
Return Fan Load
2548 CFM
0
-
2548 CFM
0
-
Ventilation Load
0 CFM
0
0
0 CFM
0
01
Supply Fan Load
2548 CFM
0
-
2548 CFM
0
-
Space Fan Coil Fans
-1
0
-
0
Duct Heat Gain / Loss
5%1
2217
-
5%
1435
>> Total Systern Loads
44903
9154
-
20053
0
Central Cooling Coil
47606
9169
-1
-42491
0
Central Heating Coil
-2703
-
333031
>> Total CondWoning
44903
9169
=W1
0
Key:
Positive values are cig loads
Negative values are htg loads
Positive values are htg loads
Negative values are cIg loads
Hourly Analysis Program v.4.1 Page 1 of 1
Zone Design Load Summary for AHU I
Project Name: Tarpon—B-01202014—Final 01121/2014
Prepared by: hred 01:57PM
Zone 1
DESIGN COOLING
: DESIGN HEATING
COOLING DATA AT Jul 1600
COOLING OA DBIWB 90.60F177.9*F
HEATING DATA AT DES HTG
HEATING OA DB I WB 43.0 OF 136.1 OF
OCCUPIED T-STAT 72.0 OF
OCCUPIED T-STAT 68.0 OF
ZONELOADS
Details
Sensible
(BTU1hr)
Latent
(BTU/hr)
Details
Sensible
(BTU1hr)
Latent
(BTU/hr)
Window & Skylight Solar Loads
176 ft2
4435
176 ft2
-
Wall Transmission
1288 ftz
3514
-
1288 ft2
3751
Roof Transmission
927 ft2
1841
-
927 ft2
957
Window Transmission
176 ft2
2887
-
176 ft2
4364
Skylight Transmission
0 ft2
0
-
0 ft2
0
Door Loads
239 W
6948
-
239 ft2
5325
Floor Transmission
1641 ft2
0
-
1641 ft2
2772
Partitions
225 ft2
183
-
225 ft2
45
Ceiling
0 ft2l
0
-
0 ft2
0
-
Overhead Lighting
1785 W1
5016
0
0
-
Task Lighting
ow
0
0
0
-
Electric Equipment
1600 W
5030
0
0
-
People
0
0
0
0
0
0
Infiltration
-
3420
65791_
4595
-1
Miscellaneous
0
0
0
0
Safety Factor
0%/00
0
0
0%1
0.
0
1>> Total Zone Loads
2
6679
-1
21809
-1
Zone 2
DESIGN COOLING
DESIGN HEA71NG
COOLING DATA AT Aug 1500
COOLING OA OB I WB 91.0 OF 78.0 OF
HEATING DATA AT DES HTG
HEATING OA 1313 / WB 43.0 OF 36.1 OF
OCCUPIED T-STAT 72.0 OF
OCCUPIED T-STAT 68.0 *F
ZONELOADS
Details
Sensible
(BTU/hr)
Latent
(BTU1hr)
Details
Sensible
(BTU/hr)
Latent
(BTU1hr)
Window & Skylight Solar Loads
117 ft2
2785
117 ft2
-
-
Wall Transmission
'549 ft2
1494
549 ft2
1599
-
Roof Transmission
585 ft2
1177
585 ft2
604
-
Window Transmission
117 ft21
1927
117 ft2
28931
-
Skylight Transmission
0 ft2l
0
0 ft2
0
-
Door Loads
0 ft2
0
0 ft2
0
-
Floor Transmission
0 ft2
0
0 ft2
0
-
Partitions
0 ft2
0
0 ft2
0
-
Ceiling
0 ft2
0
0 ft2
0
Overhead Lighting
640 W
1771
0
0
Task Lighting
Owl
0
0
Electric Equipment
200 W
625
0
0
-
People
0
0
.0
0
0
0
Infiltration
1366
25651
-1
1797
1
Miscellaneous
-
0
0
-
a
Safety Factor
0%10%
0
0
0%
0
0
F',> Total Zone Loads
11145
2665
SN3
Hourly Analysis Program v.4.1 Page 1 of 1
Space Design Load Summary for AHU I
Project Name: Tarpon_13_91202014—Final 01/21/2014
Prepared by: hrcd 01:57PM
TABLE I.I.A. COMPONENT LOADS FOR SPACE " I FL_BATH2 TARPONB " IN ZONE " Zone I "
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Oct 1500
COOLINGOADBIWB 87.00F/76.0*F
OCCUPIED T-STAT 72.0 *F
HEA71NG DATA AT DES HTG
HEATINGOADB/WB 43.0'F/36.1'F
OCCUPIED T-STAT 68.0'F
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU1hr)
(BTU1hr)
Details
(BTU1hr)
(BTU/hr)
Window & Skylight Solar Loads
6 112
271
6 f12
Wall Transmission
48 fI2
144
-
48 f12
139
Roof Transmission
48 ft2
103
-
48 ft2
49
Window Transmission
6 W1
80
-
6 ft2
158
-
Skylight Transmission
0 fI2
0
-
0 ft2
0
-
Door Loads
0 fI2
0
-
0 ft2
0
-
Floor Transmission
48 ft2
0
-
48 ft2
89
-
Partitions
0 ft2
0
-
0 f12
0
-
Ceiling
0 f12
0
0 ft2l
0
-
Overhead Lighting
143
01
0
Task Lighting
0 W
0
0
0
Electric Equipment
0 w
0
-
0
a
People
0
0
0
0
0
0
Infiltration
-
87
180
-
146,
Miscellaneous
0
0
-
01
0
Safety Factor
0%/0%
0
0
0%1
0
>> Total Zone Loa&
828
ISO
-1
Nil
0
TABLE I.I.B. ENVELOPE LOADS FOR SPACE "IFL—BATH2—TARPONB"
INZONE "Zonel"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(W)
(BTU1(hr-ff-*F))
Coeff.
(BTU/hr)
(BTU/hr)
(BTU11hr)
SSW EXPOSURE
WALL
48
0.116
-
144
-
1391
WINDOW 1
6
0.990
0.470
801
271
158
SSW EXPOSURE
I
I
ROOF 1
48
0.041
-
1031
-1
49
Hourly Analysis Program v.4.1 Page 1 of 19
I Space Design Load Summary for AHU I
Project Name: Tarpon—B-01202014—Final 01/21/2014
Prepared by: hrcd 01:57PM
TABLE 11.2.A. COMPONENT LOADS FOR SPACE " 1FL BEDRM2_TARPONB " IN ZONE " Zone I "
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Jul 1700
COOLINGOADB/WB 89.7*F/77.7*F
OCCUPIED T-STAT 72.0 *F
HEATING DATA AT DES HTG
HEATING OA DB / WB 43.0 *F 36.1 *F
OCCUPIED T-STAT 68.0 *F
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU1hr)
(BTU/hr)
Details
(BTU/hr)
(BTU/hr)
Window & Skylight Solar Loads
34 ft2
1175
34 ft2
-
Wall Transmission
245 f12
698
245 fi:2
713
-
Roof Transmission
170 fl:2
305
170 fl:2
175
-
Window Transmission
34 ft2
541
-
34 ft2
842
-
Skylight Transmission
0 ft2
0
-
0 f12
0
-
Door Loads
0 f12
0
-
0 ft2
0
-
Floor Transmission
158 ft2
0
-
158 ft2
394
-
Partitions
0 ft2
0
-
0 ft2
0
-
Ceiling
0 ft2
0
-
0 f12
0
-
Overhead Lighting
183 W
522
-
0
0
-
Task Lighting
0 W
0
-
0
0
-
Electric Equipment
0 W
0
-
0
0
-
People
0
0
0
0
0
0
Infiltration
-
533
1075
-
753
0
Miscellaneous
0
0
-
0
0
Safety Factor
0%/0%
0
0
0%
0
0
�,-> Total Zone Loads
3772
1075
-
2878
0
TABLE 1.2.B. ENVELOPE LOADS FOR SPACE "IFL—BEDRM2—TARPONB" INZONE "Zonel"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft-)
(BTUI(hr_ft2 -'F))
Coeff.
(BTU1hr)
(BTU/hr)
(BTU/hr)
NNE EXPOSURE
WALL
23
0.116
62
67
WNW EXPOSURE
WALL
112
0.116
-1
343
-
326
WINDOW 1
17
0.990
0.4701
270
587
421
WINDOW 2
17
0.990
0.470
270
587
421
SSW EXPOSURE
WALL
110
0.116
-
293
320
WNW EXPOSURE
ROOF
53
0.041
-
114
54
SSW EXPOSURE
ROOF
53
0.041
-
94
54
NNE EXPOSURE
ROOF
53
0.041
-
79
54
NNE EXPOSURE
ROOF
12
0.041,
-
18
12
Hourly Analysis Program v.4.1 Page 2 of 19
Space Design Load Summary for AHU I
Project Name: Tarpon — B — 01202014Final 01/2112014
Prepared by: hrcd 01:57PM
TABLE 1.3.A. COMPONENT LOADS FOR SPACE "IFI,-BKFST—TARPON9" INZONE "Zonel"
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Jul 1500
COOLING OA DB / WB 91.0 *F 178.0 *F
OCCUPIED T-STAT 72.0 *F
HEATING DATA AT DES HTG
HEATINGOADB/WB 43.0*F/36.1*F
OCCUPIED T-STAT 68.0 *F
Sensible
Lai ent
Sensible
Latent
SPACE LOADS
Details
(BTU/hr)
(BTUJhr)
Details
(BTU/hr)
(BTU1hr)
Window & Skylight Solar Loads
11 ft2
166
11 ft2
-
Wall Transmission
161 ft2
477
161 fl:2
468
Roof Transmission
140 ft'
305
140 ft2
145
-
Window Transmission
11 ft2l
187
11 ft2
281
-
Skylight Transmission
0 ft2
0
0 f(2
0
-
Door Loads
72 ft2
1801
72 ft2
1661
-
Floor Transmission
140 ft2
140 ft2
347
Partitions
0 ft2
0
0 ft2
0
Ceiling
0 ft2
0
0 ft2
0—
-
Overhead Lighting
151 W
418
0
0
-
Task Lighting
0 W
0
0
0
-
Electric Equipment
a W
0
0
0
-
People
0
0
0
0
0
0
Infiltration
-
500,
934
-
6581
0
Miscellaneous
-1
0
01
-
0
0
1 Safety Factor
0%10%1
0
01
0%
0
0
1>> Total Zone Loads
-1
3853
9341
-
3559
0
TABLE 1.3.13. ENVELOPE LOADS FOR SPACE "1FL—BKFST—TARPON9*' INZONE "Zonel"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft-)
(BTU/(hr-ft--'F))
Coeff.
(BTU/hr)
(BTU/hr)
(BTU1hr)
NNE EXPOSURE
WALL
81
0.116
-
208
-
235
WINDOW 1
11
0.990
0.4701
187
166
281
ESE EXPOSURE
I
WALL
80
0.116
269
-
233
DOOR
7
0.300
35
-
53
DOOR GLASS
65
0.990
0.470
1072
694
1609
SSW EXPOSURE
I
ROOF
70
0.041
-
164
-
72
NNE EXPOSURE
ROOF
70
0.041
142
72
Hourly Analysis Program v.4.1 Page 3 of 19
Space Design Load Surnmary for AHU I
Project Name: Tarpon — 8 — 01202014Final 01121/2014
Prep red by: hrcd 01:57PM
TABLE 1.4.A. COMPONENT LOADS FOR SPACE "IFL—BR2—HNLL_TARPONB" INZONE "Zonel"
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Jan 1700
COOLING 0A DB I WB 79.7 IF 171.6 IF
OCCUPIED T-STAT 72.0 OF
HEATING DATA AT DES HTG
HEATING OA DB / WB 43.0 IF 36.1 OF
OCCUPIED T-STAT 68.0 OF
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU1hr)
(BTL11hr)
Details
(BTU/hr)
(BTU1hr)
Window & Skylight Solar Loads
0 ft2
0
0 ft2
-
Wall Transmission
0 ft2
0
0 ft2
0
Roof Transmission
0 ft2
0
oft2---
0
Window Transmission
0 ft2l
0
0 q
0
Skylight Transmission
0 ft2
0
0 ft2
0
Doorl-oads
0 ft2
0
0 ft2
0
�Floor Transmission
37 ft2
0
37 ft2
0
Partitions
0 ftz
0
-
0 ft2
0
Ceiling
0 ft2
0
-
0 ft2
0
Overhead Lighting
40 W1
114
-
01
0
Task Lighting
0 W
0
-
0
0
Electric Equipment
0 W
0
-
0
0
People
0
0
0
0
0
0
Infiltration
-
0
0
-
01
0
Miscellaneous
0
01
-
0
Safety Factor I
0%/0%j
0
01
0%
01.
0
>> Total Zone Loads 1
.1
114
01
-
01
0
TABLE 1.4.13. ENVELOPE LOADS FOR SPACE "lFL—BR2—HALL—TARPONB" INZONE "Zonel"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft2)
(BTU/(hr-ft2--F))
Coeff.1
(BTU1hr)
(BTU/hr)
(BTU/hr)
Hourly Analysis Program v.4.1 Page 4 of 19
Space Design Load Summary fer AHU I
Project Name: Tarpon — B — 01202014Final 01121/2014
Prep red by: hred 01:57PM
TABLE 1.5.A. COMPONENT LOADS FOR SPACE "IFL—DINIFjG—TARPON9" INZONE "Zonel"
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Jul 1700
COOLINGOADBIWB 89.7'F/77.7*F
OCCUPIED T-STAT 72.0 -F
HEATING DATA AT DES HTG
HEATINGOADBIWB 43.0'F/36.1*F
OCCUPIED T-STAT 68.0 *F
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU/hr)
(BTU/hr)
Details
(BTU1hr)
(BTU/hr)
Window & Skylight Solar Loads
33 ft2
1153
-
33 ft2
Wall Transmission
70 ft2
197
-
70 ft2
203
Roof Transmission
0 ft2
0
-
0 ft2
0
Window Transmission
33 ft2l
531
-
33 ft2
826
Skylight Transmission
0 ft2
0
-
0 ft2
0
-
Door Loads
0 ft2
0
-
0 ft2
0
-
Floor Transmission
110 ft2
0
-
110 ft2
320
-
Partitions
143 ft2
117
-
143 ft2
29
-
Ceiling
0 ft2
0
-
0 ft2
0
-
Overhead Lighting
119WI
339
-
0
0
-
Task Lighting
0 W
0
-
0
0
-
Electric Equipment
0 W
0
-
0
0
-
People
0
0
0
0
0
0
Infiltration
-
197
3971
-
278
0
Miscellaneous
01
01
-1
0
Safety Factor
()%/O%l
01
01
0%1
0
0
>> Total Zone Loads
1 .1
2155331
3971
-1
1 &%
0
TABLE I.S.B. ENVELOPE LOADS FOR SPACE "IFL—DINING—TARPON9" INZONE "Zonel"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft2)
(BTU/(hr-ftz-PF))
Coeff.
(BTU/hr)
(BTU1hr)
(BTU/hr)
SSW EXPOSURE
WALL
40
0.116
-
107
116
WNW EXPOSURE
I
I
WALL
301
0.1161
-1
911
-1
86
WINDOW 1
331
0.9901
0.4701
11531
826
Houdy Analysis Program v.4.1 Page 5 of 19
Space Design Load Sumr,na,ry for AHU I
Project Name: Tarpon—B-01202014—Final 01/21/2014
Prep red by: hred 01:57PM
TABLE I.S.A. COMPONENT LOADS FOR SPACE " IFL FOYER TARPON9 " IN ZONE " Zone I "
DESIGN COGLIEG I DESIGN HEATING
COOLING DATA AT Jul 1600 AEATING DATA AT DES HTO
COOLINGOADBJWB 90.fa*F/77.9*F HEATINGOADB/WB 43.0*F/36.1*F
OCCUPIED T-STAT 72.0 *F OCCUPIED T-STAT 68.0'F
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU/hr)
(BTU/hr)
Details
(BTU1hr)
(BTU/hr)
Window & Skylight Solar Loads
0 ft2
0
0 ft2
-
Wall Transmission
82 ft2
215
82 ft2
238
Roof Transmission
61 ft2
146
61 ft-'
63
Window Transmission
0 ft2
0
0 ft2
0
Skylight Transmission
0 ft2
0
0 ft2
0
Door Loads
23 ft2
573
23 ft2
514
Floor Transmission
61 ftz
0
61 ft2
103
Partitions
0 ft2
0
0 ft2
0
Ceiling
0 ft2
0
0 W
0
Overhead Lighting
66W
185
0
0
Task Lighting
0 W
0
0
0
Electric Equipment
0 W
0
-
0
0
People
0
0
0
0
0
0
Infiltration
-
210
403
0
Miscellaneous
0
0
0
Safety Factor
0%/0%
0
0
0%1
0
0
>> Total Zone Loads
1328
403,
-1
1200
0
TABLE I.S.B. ENVELOPE LOADS FOR SPACE "IFL—FOYER—TARPON9" INZONE "Zonal"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft2)
(BTUI(hr-ft2-'F))
Coeff.
(BTU/hr)
(BTU[hr)
(BTU/hr)
WNW EXPOSURE
WALL
82
0.116
-
215
2381
DOOR
3
0.3001
-1
--- 121
-
DOOR GLASS
20
0.990
0.470
327
233
WNW EXPOSURE
ROOF
61
0.041
146
Hourly Analysis Program v.4.1 Page 6 of 19
Space Design Load SuFr4mary for AKU I
Project Name: Tarpon B 01 202014—Final 01/21/2014
re a 01:57PM
IPPI,:.j"Ired by: hrcd — —
TABLE 1.7.A. COMPONENT LOADS FOR SPACE " " FL GREATROOM
TARPONS " IN ZONE " Zone I
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Aug 141)0
COOLINGOADB/WB 90.6*F/77.9'F
OCCUPIED T:STAT72.0'F
HEATING DATA AT DES HTG
HEATING OA DS / WB 43.0 *F 136.1 *F
OCCUPIED T-STAT 68.0 *F
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU1hr)
(BTU/hr)
Details
(BTU/hr)
(BTU11hr)
Window & Skylight Solar Loads
0 ft2
0
0 ft2
Wall Transmission
93 ftz
325
93 ft2
271
-
Roof Transmission
0 ft2
0
-
0 ft2
0
-
Window Transmission
0 wl
0
-
0 ft2
0
-
Skylight Transmission
0 ft2
0
-
0 ft2
0
-
Door Loads
144 ft2
4936
-
144 ft2
3150
-
Floor Transmission
478 ft2
0
-
478 ft2
514
-
Partitions
0 ft2
0
-
0 ft2
0
-
Ceiling
0 ft2
0
-
0 ft2
0
-
Overhead Lighting
516 W1
1405
-
0
0
-
Task Lighting
0 W
0
-
0
0
-
Electric Equipment
400 W
1242
-
0
0
-
People
0
0
0
0
0
0
Infiltration
-
4761
904
-
6391
0
Miscellaneous
0
01
-1
01--
0
Safety Factor
0%/0%J
0
0
0%1
0
— 0
I>> Total Zone Loads
.1
8384
904
-1
45751
0
TABLE 1.7.B. ENVELOPE LOADS FOR SPACE "IFL—GREATROOM—TARPON9" INZONE "Zonel"
COOLING
COOLING
HEA71MG
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft')
(BTUI(hr-ft2-*F))
Coeff.
(BTU/hr)
(BTU/hr)
(BTUthr)
ESE EXPOSURE
WALL
93
0.116
325
2
DOOR
241
0.3001
-
117
180
DOOR GLASS
1201
0.9901
0.4701
19281
28911
2970
Hourly Analysis Program v.4.1 Page 7 of 19
Space Design Load Summary for AHU I
Project Name: Tarpon — 6 — 01202014Final 01121/2014
Prepared by: hrcd 01:57PM
TABLE 1.8.A. COMPONENT LOADS FOR SPACE "1FL�YJTC"_TARPON9" INZONE "Zonel"
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Jul 1500
COOLINGOADB/WB 91.0'F/78.0*F
OCCUPIED T-STAT 72.0 *F
HEATING DATA AT DES HTG
HEATING OA DB I WB 43.0 *F 36.1 *F
OCCUPIED T-STAT 68.0 *F
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU1hr)
(BTU/hr)
Details
(BTU/hr)
(BTU1hr)
Window & Skylight Solar Loads
0 fI2
0
0 ft2
-
-
Wall Transmission
97 ft2
250
-
97 ft2
282
-
Roof Transmission
147 ft'
298
-
147 ft2
152
-
Window Transmission
0 ftl
0
-
0 ft2
0
-
Skylight Transmission
0 ft'
0
-
0 ft2
0
-
Door Loads
0 ft2
0
-
0 ft2
0
-
Floor Transmission
147 ft2
0
-
147 ft2
194
-
Partitions
0 ft2
0
-
0 ft2
0
-
Ceiling
0 ft2
0
-
a ft2i
0
-
Overhead Lighting
159 W
441
-
01
0
-
Task Lighting
0 W
0
0
0
-
Electric Equipment
800 W
2500
0
0
-
People
0
0
0
0
0
Infiltration
1991
3711
-
2621
Miscellaneous
0
01
0
Safety Factor
0%/O%l
0
0
0%
01
0
.>> Total Zone Loads
.1
3687
371
-
8901
0
TABLE 1.8.B. ENVELOPE LOADS FOR SPACE " 1FL—KITCH—TARPON9
" IN ZONE " Zone I "
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(It')
(BTU/(hr-ft2-PF))
Coeft.
(BTU/hr)
(BTU/hr)
(BTU/hr)
NNE EXPOSURE
WALL
97
0.116
-
250
2821
NNE EXPOSURE
I
I
I
ROOF
1 1471
0.041
-1
2981
152
Hourly Analysis Program v.4.1 Page 8 of 19
Space Vesign Load Summary for AHU I
Project Name: Tarpon—B-01202014—Final 01/2112014
Prep red by: hrcd 01:57PM
TABLE 1.9.A. COMPONENT LOADS FOR SPACE "IFL—MASTERBR—TARPONB" INZONE "Zonel"
DESIGIA COOLING
DESIGN HEATING
COOLING DATA AT Aug 1500
COOLINGOADBIW11 91.0-F/78.0-F
OCCUPIED T-STAT 72.0 *F
HEATING DATA AT DES HTG
HEATINGOADB/WB 43.06F136.1*F
OCCUPIED T-STAT 68.0 -F
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU1hr)
(BTU/hr)
Details
(BTU11hr)
(BTU/hr)
Window & Skylight Solar Loads
66 ft2
1509
66 fl:2
-
Wall Transmission
357 ft2
937
357 ft2
1041
Roof Transmission
168 ft;1
339
168 ft2
174
Window Transmission
66 ft2
1080
66 ft2
1622
Skylight Transmission
0 ft2
0
0 ft2
0
-
Door Loads
0 ft2
0
0 ft2
0
-
Floor Transmission
218 ft2
0
218 ft2
575
-
Partitions
0 ft2
0,
0 ft2
0
-
Ceiling
0 ftz
0
0 ft2l
0
-
Overhead Lighting
235 W
651
0
0
Task Lighting
0 W
0
0
0
Electric Equipment
0 W
0
0
0
-
People
0
0
0
0
0
0
Infiltration
867
1629
-
11411
0
Miscellaneous
-
0
0
-1
0
Safety Factor
0%10%
0
0%1
0
0
>> Total Zone Loads
-
5385
1629
.1
4553
0
TABLE 1.9.B. ENVELOPE LOADS FOR SPACE "IFL—MASTERBR—TARPONB"
INZONE "Zonel"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(W)
(BTU/(hr-ft2-PF))
Coeff.
(BTU1hr)
(BTU1hr)
(BTU/hr)
ESE EXPOSURE
WALL'
87
0.116
-
306
-
255
WINDOW 1
34
0.990
0.4701
561
784
842
WINDOW 2
32
0.990
0.470
519
726
780
SSW EXPOSURE
WALL
140
0.116
-
339
408
NNE EXPOSURE
WALL
130
0.116
-
292
379
ESE EXPOSURE
ROOF
56
0.041
-
103
58
SSW EXPOSURE
ROOF
56
0.041
-
134
58
NNE EXPOSURE
I ROOF
561
0.041
-
102,
581
Hourly Analysis Program v.4.1 Page 9 of 19
Project Name: Tarpoi,_B-01202014—Final Space Dr.,sign Load Summary for AHU 1 01/21/2014
Prepared by: hrcd 01:57PMI
TABLE 1.10.A. COMPONENT
L OADS FOR SPACE " 1 FL�MASTERHALL TARPONB " IN ZONE " Zone I
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Aug 1500
CO'3LINGOADBIWB 91.0*F/78.0*F
OC DUPIED T-STAT 72.0 OF
HEATING DATA AT DES HTG
HEATING OA DB I WB 43.0 OF 36.1 OF
OCCUPIED T-STAT 68.0 OF
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details.
(BTU/hr)l
(BTU1hr)
Details
(BTU11hr)
(BT- 1hr)
Window & Skylight Solar Loads
0 ftZ
01
0 ft2
-
Wall Transmission
36 ft2
126
36 ft2
105
Roof Transmission
0 ft2
0
0 ft2
0
Window Transmission
0 ft2
0
0 ft2
0
-
Skylight Transmission
0 ft2
0
0 ft2
0
-
Door Loads
0 ft2
0
() ft2
0
-
Floor Transmission
13 ft�l--
0
13 ft2
41
-
Partitions
0 ft2
.9
0 ft2
0
-
Ceiling
0 ft2
GJ
-
0 ft2
0
Overhead Lighting
14 W
39
0
0
Task Lighting
0 W
0
0
0
Electric Equipment
0 W
0
-
0
0
People
0
0
0
- 0
0,
0
Infiltration
-
74
139
-
971
Miscellaneous
-
0
0
01
0
Safety Factor
0%10%
0
0
0%
0
0
>> Total Zone Lzads
M9
139
0
TABLE 1.10.B. ENVELOPE LOADS FOR SPACE "IFL—MASTERHALL—TARPONS"
INZONE "Zonel"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(f(2)
(BTU/(hr-ft2-PF))
Coeff.
(BTU/hr)
(BTU11hr)
(BTUAhr)
ESE EXPOSURE
WALL
36
0.116
126
105
Hourly Analysis Program v.4.1 Page 10 of 19
Space Design Load Summary for AHU I
Project Name: Tarpon — B — 01202014Final 01/21/2014
Prep red by: hrcd 01:57PM
TABLE 1.11.A. COMPONENT LOADS FOR SPACE "IIFL.-MASTWIC�-TARPONB" INZONE "Zonel"
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Jun 1400
COOLINGOADBIWB 89.6*F/77.9'F
OCCUPIED T-STAT 72.0 *F
HEATING DATA AT DES HTG
HEATING OA DB I WB 43.0 *F 136.1 *F
OCCUPIED T-STAT 68.0 *F
Sensible
Latent
Sensiblel
Latent
SPACE LOADS
Details
(BTU/hr)
(BTU1hr)
Details
(BTU1hr)
(BTU/hr)
Window & Skylight Solar Loads
0 ft?
0
0 ft2
-
Wall Transmission
0 ft2
0
0 ft2
0
-
Roof Transmission
36 ft2
78
36 ft2
37
-
Window Transmission
0 ft2
0
0 ft2
0
-
Skylight Transmission
0 ftz
0
0 ft2
0
-
Door Loads
0 ft2
0
0 ft2
0
-
Floor Transmission
63 ft2
0
63 ft2
0
-
Partitions
0 ft2
0
0 ft2
0
-
Ceiling
0 ft2
0
0 ft2
0
-
Overhead Lighting
68W
186
0
0
-
Task Lighting
0 W
0
0
0
-
Electric Equipment
0 W
0
0
0
-
People
0
0
0
0
0
0
7nfiltration
0
0
-
0
Miscellaneous
0
0
-
0
0
Safety Factor
0%/0%
0
0
0%
0
0
— Total Zone Loads
.1
264
0
-
37
0
TABLE 1.11.B. ENVELOPE LOADS FOR SPACE "IFL—MASTWIC—TARPONB" INZONE "Zonel"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft2)
(BTU/(hr-ft2-m*F))
Coeff.
(BTU/hr)
(BTUthr)
(BTU/hr)
NNE EXPOSURE
ROOF
36
0.041
78
37
Hourly Analysis Program v.4.1 Page 11 of 19
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Space Design Load Summary for AHU I
Project Name: Tarpon — B — 01202014Final 01121/2014
Prepared by: hrcd 01:57PM
TABLE 1.13.A. COMPONENT LOADS FOR SPACE " IFL STAIRS TARPONI3 " IN ZONE " Zone I "
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Jul 1700
COOLINGOADB/WB 89.7*F/77.7'F
OCCUPIED T-STAT 72.0 OF
HEATING DATA AT DES HTG
HEATING OA DB I WB, 43.0 OF 36.1 OF
OCCUPIED T-STAT 68.0 OF
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU11hr)
(BTU/hr)
Details
(BTUlfhr)
(BTU/hr)
Window & Skylight Solar Loads
14 ft2
494
-
14 ft2
-
Wall Transmission
63 ft2
170
-
63 ft2
184
Roof Transmission
81 ft2
176
-
81 ft2
84
Window Transmission
14 ft2
227
-
14 ft2
3541
Skylight Transmission
0 ft2
0
-
0 ft2
0
Door Loads
0 ft2
0
-
0 ft2
0
Floor Transmission
81 ft2
0
-
81 ft2
97
Partitions
0 ft2
0
-
0 ft2
0
Ceiling
0 ft-,
0
0 ft2
0
Overhead Lighting
88 W
250
0
0
Task Lighting
0 W
0
0
0
Electric Equipment
W
0
-
0
0
People
0
0
0
0
0
0
Infiltration
-
148
299
-
2091
0
Miscellaneous
0
01
-
0
01
Safety Factor
0%/0%
0
01
0%
0
01
>>-Total Zone Loads
1466
2991
928
01
TABLE 11.13.B. ENVELOPE LOADS FOR SPACE "IFL—STAIRS—TARPOMB" INZONE "Zonel"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(W)
(BTU/I[hr-ft2-�*F))
Coeff.
(BTU1/hr)
(BTU/hr)
(BTU/hr)
WNW EXPOSURE
WALL
4
0.116
-
13
-
121
WINDOW 1
14
0.990
0.4701
227
494
354
SSW EXPOSURE
WALL
59
0.116
-
157
-
172
WNW EXPOSURE
ROOF
81
0.041
176
84
Hourly Analysis Program v.4.1 Page.13 of 19.
Project Name: Tarpon — 6 — 01202014Final Space D - esign Load Summary for AHU 1 01/21/2014
Prepared by: hrcd 01:57PM
TABLE 11.14.A. COMPONENT LOADS FOR SPACE "IFIL—UTILITLTARPON9"
INZONE "Zonel"
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Jul 1500
COOLINGOADBIWB 91.0*F/78.0*F
OCCUPIED T-STAT 72.0 OF
HEATING DATA AT DES HTG
HEATINGOADB/WB 43.0*F/36.1*F
OCCUPIED T-STAT 68.0 OF
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU1hr)
(BTU/hr)
Details
(BTU/hr)
(BTU1hr)
Window & Skylight Solar Loads
11 ft2
166
11 ft2
-
Wall Transmission
37 ft2
94
37 ft2
107
Roof Transmission
76 ft2
150
-
76 f12
78
Window Transmission
11 ft21
187
-
11 ft2
281
Skylight Transmission
() ft2l
0
-
0 ft2
0
Doorl-oads
0 ft2
0
-
0 ft2
0
Floor Transmission
76 ft2
0
76 ft2
97
Partitions
82 ft2
66
82 ft2
16
-
Ceiling
0 ft2
0
0 ft2
01
-
Overhead Lighting
82 W
227
0
0
-
Task Lighting
Owl
0
0
0
-
Electric Equipment
400 W
1250
-
0
0
-
People
0
0
0
0
0
0
Infiltration
-
981
184
-
130
0
Miscellaneous
01
01
-
0
0.
Safety Factor
()%/0%
0 1
01
0%
0
0
>> Total Zone Loads
-1
22391
1841
709
0
TABLE 1.14.B. ENVELOPE LOADS FOR SPACE- " IFL—UTILITY—TARPONS " IN ZONE " Zone I
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft2)
(BTU/(hr-ft2-PF))
Coeff.
(BTU/hr)
(BTU/hr)
(BTU/hr)
NNE EXPOSURE
WALL
37
0.116
-
94
-
1071
WINDOW 1
11
0.990
0.470
187
1661
281]
NNE EXPOSURE
1
1
ROOF
761
0.041
-
150
-1
Hourly Analysis Program v.4.1 Page 14 of 19
Project Name: Tarpon B 01202014Final Space D - esign . Load Summary for AHU 1 01121/2014
Prepared by: hrcd 01:57PM
TABLE 2.1.A. COMPONENT LOADS FOR SPACE " 2FL BATt 13�_TARPON9 - IN ZONE " Zone 2 "
DESIGN I ING
DESIGN HEATING
COOLING DATA AT Jul 1500
COOLINGOADB/WB 91.0*F/78.0'F
OCCUPIED T-STAT 72.0 'F
HEATING DATA AT DES HTG
HEATINGOADBIWB 43.0-F/36.1'F
OCCUPIED T-STAT 68.0 'F
Sensible
I atent
Sensible
Latent
SPACE LOADS
Details
(BTU/hr)
(B'I'Uihr)
Details
(BTU1hr)
(BTU1hr)
Window & Skylight Solar Loads
4 ft'
58
4 ft2
-
-
Wall Transmission
66 112
170
66 ft'
192
-
Roof Transmission
75 W,
151
-
75 ft2
77
-
Window Transmission
4 ft2
66
-
4 ft2
99
-
Skylight Transmission
0 ft2
0
-
0 ft2
0
-
Door Loads
ft2
0
-
0 ft2
Floor Transmission
0 ft2
0
-
0 ft2
Partitions
0 ft2
0
-
0 ft2
0
-
Ceiling
0 ft21
0
-
0 ft2
0
-
Overhead Lighting
81 W
224
-
0
0
-
Task Lighting
0 W
0
-
0
0
-
Electric Equipment
0 W
0
-
0
0
-
People
0
0
0
0
0
0
Infiltration
-
144
268
-
1891
Miscellaneous
-1
0
01
-
0
Safety Factor
0%/0%
0
C)l
0%
---OF-
0
1 >> Total Zone Loads
-1
8131
2S81
-
5571
a
TABLE 2.1.8. ENVELOPE LOADS FOR SPACE " 2FL-BATH3LTARPON9 " IN ZONE " Zone 2 "
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft2)
(BTU/(hr-ft--'F))
CoeiF
(BTU/hr)
JBTU1hr)
(BTU1hr)
NNE EXPOSURE
WALL
66
0.116
-
170
-
1921
—WiNDOW
41
0.9901
0.4701
661
581
INNE EXPOSURE
I I
I
I
I
I ROOF
751
0.0411
-1
1511
-1
771
Hourly Analysis Program v.4.1 Page 15 of 19
Project Name: Tarpon—B-01202014—Final Space Design Load -Summary for AHU 1 01/21/2014
Prepared by. hred 01:57PM
TABLE 2.2.A. COMPONENT LOADS FOR SPACE " 2FL_BEDRM3_
. PON9 " IN ZONE " Zone 2 "
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Aug 1400
COOLINGOADB/WB 90.GOF/77.9'F
OCCUPIED T-STAT 72.0 OF
HEATING DATA AT DES HTG
HEATING OA DB, I WS 43.0 OF 136.1 OF
OCCUPIED T-STAT 68.0 OF
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU/hr)
(BTU/hr)
Details
(BTU1hr)
(BTU1hr)
Window & Skylight Solar Loads
33 ft2
792
-
33 W
-
Wall Transmission
82 ft2
287
-
82 ft2
239
-
Roof Transmission
138 ft2
289
-
138 ft2
143
-
Window Transmission
33 ft2
528
-
33 ft2
813
-
Skylight Transmission
0 ft2
0
-
0 ft2
0
-
Door Loads
0 ft2
0
-
0 ft2.
0
-
Floor Transmission
0 ft2
0
-
0 ft2
0
-
Partitions
0 ft2
0
-
0 ft2
0
Ceiling
0 ft2l
0
-
0 ft2
0
-
Overhead Lighting
149 W
405
-
0
0
-
Task Lighting
0 W
0
-
0
0
-
Electric Equipment
0 W
0
-
0
0
-
People
0
0
0
0
0
0
Infiltration
231
438
-
3101
0
Miscellaneous
0
Of
-
0
0
Safety Factor
G%JO%
0
01
0%
0
0
>> Total Zone Loads
2532
4381
-
15051
0
TABLE 2.2.13. ENVELOPE LOADS FOR SPACE " 2FL—BEDRM3—TARPONS " IN ZONE " Zone 2
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft2)
(BTU/(hr-fP-*F))
Coeff.
(BTUihr)
(BTU/hr)
(BTU/hr)
ESE EXPOSURE
WALL
82
0.116
-
287
-
2391
WINDOW 1
33
0.990
0.4701
5281
792
81.3
ESE EXPOSURE
ROOF
100
0.041
-
214
-
103
NNE EXPOSURE
ROOF
38
0.041
75
39
Hourly Analysis Program v.4.1 Page 16 of 19
Space Desi;,jn Load Summary for AHU I
Project Name: Tarpon B 01202014 Final
Prepared by: hrcd 01121/2014
01:57PM
TABLE 2.3.A. COMPONENT LOAUS FOR SPACE "2FL—BEDRM,�—TARPON19" INZONE "Zone2"
DESIGN COOLING
DESIGN HEATING
COOLINGDATA AT Jul 1700
COOLING OA DB I WB 89.7 IF 177.7 OF
OCCUPIE D T-STAT 72.0 IF
HEATING DATA AT DES HTG
HEATING OA DB; / WB 43.0 IF 36.1 IF
OCCUPIED T-STAT 68.0 IF
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU/hr)
(BTU/hr)
Details
(BTU/hr)
(BTU/hr)
Window & Skylight Solar Loads
33 ft2
1135
33 ft2
-
Wall Transmission
160 ft2
464
160 ft2
466
Roof Transmission
140 ft2
257
140 ft2
145
Window Transmission
33 ft2
522
33 ft2
813
Skylight Transmission
0 ft2
0
0 ft2
0
Door Loads
0 ft2
0
0 ft2
0
Floor Transrhission
0 ft2
0
0 ft2
0
Partitions
0 ft21
0
0 ft2
0
Ceiling
0 ft2l
0
0 ft2
0
Overhead Lighting
159 W
454
0
0
Task Lighting
0 w
0
0
0
Electric Equipment
0 w
0
0
0
People
0
0
0
0
0
0
Infiltration
-
368
745
521
0
Miscellaneous
-1
0
0
0
01
Safety Factor
0%/o%l
0
0
0%
0
0
>> Total Zone Loads
-1
3200
745
-
1945
0
TABLE 2.3.B. ENVELOPE LOADS FOR SPACE " 2FL—BEDRM4—TARPON9 " IN ZONE " Zone 2
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft')
(BTU/(hr-ft2-PF))
Coeff.
(BTU/hr)
(BTU/hr)
(BTU/hr)
NNE EXPOSURE
WALL
70
0.116
188
204
WNW EXPOSURE
WALL
90
0.116
-1
276
-
262
WINDOW 1
33
0.990
0.470
522
1135
813
WNW EXPOSURE
ROOF
70
0.041
-
151
-
NNE EXPOSURE
ROOF
70
0.041.
106,
-1
72
Hourly Analysis Program v.,d.1 Page 17 of 19
Project Name: Tarpon—B-01202014—Final Space Design Load Summary for AHU 1 01/21/2014
Pre ared by: hrcd 01:57PM
TABLE 2.4.A. COMPONENT LOADS FOR SPACE *'2FL LOUNGE ARPON9" INZONE "Zone2"
DESIGN COOLING
DESIGN HEATING
COOLING DATA AT Sep 1500
COOLING OA DB / WB 89.0 OF 77.0 OF
OCCUPIED T-STAT 72.0 OF
HEATING DATA AT DES HTG
HEATINGOADB/WB 43.01F/36.11F
OCCUPIED T-STAT 68.0 OF
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU/hr)
(BTU/hr)l
Details
(BTU/hr)
(BTU/hr)
Window & Skylight Solar Loads
47 ft2
1246
47 ft2
-
Wall Transmission
133 ft2
406
133 ft2
387
Roof Transmission
202 ft2
402
202 ft2
209
Window Transmission
47 ft2
684
47 ft2
1167
Skylight Transmission
0 ft2
0
0 ft2
0
DoorLoads
0 ft2
0
0 ft2
0
Floor Transmission
0 ft2
0
0 ft2
0
Partitions
0 ft2
0
0 ft2
0
Ceiling
0 ft2l
0
0 ft2l
0
Overhead Lighting
218 W
604
0
0
Task Lighting
0 w
0
0
0
Electric Equipment
200 W
625
0
-
People
0
0
0
0
0
0,
Infiltration
-
330
6461
-
486
0
Miscellaneous
-1
0
01
-
0
0
Safety Factor
0%/O%l
0
--- �0
0%
0
0
>> Total Zone Loads
-1
4"8
"61
-
2248
0
TABLE 2.4.13. ENVELOPE LOADS FOR SPACE "2FL—LOUNGE—TARPON9" INZONE "Zone2"
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft2)
(BTU/(hr-ft2-PF))
Coeff.
(BTU/hr)
(BTU/hr)
(BTU/hr)
ESE EXPOSURE
WALL
67
0.116
226
195
—WINDOW 1
33
0.990
0.4701
4771
768
813
SSW EXPOSURE
—WALL
66
0.116
-
180
-
191
WINDOW 1
14
0.990
0.470
208
479
354
ESE EXPOSURE
ROOF
79
0.041
-
127
-
82
SSW EXPOSURE
I
I
ROOF
79
0.041
184
82
WNW EXPOSURE
ROOF
44
0.041
91
45
Hourly Analysis Program v.4.1 Page 18 of 19
Space Design Load Summary for AHU I
Project Name: Tarpon — B — 01202014Final 01/21/2014
Prepared by: hred 01:57PM
TABLE 2.5.A. COMPONENT
LOADS FOR SPACE " 2FL—WIC3—TARPON9 " IN ZONE " Zone 2 "
DESIGN COOLING
DESIGN.HEATING
COOLING DATA AT Jul 1500
COOLINGOADBIWB 91.0OF/78.01F
OCCUPIED T-STAT 72.0 OF
HEATING DATA AY DES HTG
HEATING OA DB I WB 43.0 OF 36.1 OF
OCCUPIED T-STAT 68.0 OF
Sensible
Latent
Sensible
Latent
SPACE LOADS
Details
(BTU/hr)
(BTU1hr)
Details
(BTU1hr)
(BTU/hr)
Window & Skylight Solar Loads
0 ft2
0
0 ft2
-
Wall Transmission
108 ft2
321
108 ft2
314
Roof Transmission
30 ftz
59
30 ft2
31
Window Transmission
0 ft2l
0
0 ft2
0
Skylight Transmission
0 ft2
0
0 ft2
0
Doorl-oads
Q ft2
0
0 ft2
0
Floor Transmission
0 ft2
0
0 ft2
0
Partitions
0 ft2
0
-
0 ft2
0
-
Ceiling
0 ft2
0
-
0 ft2
01
-
Overhead Lighting
33 W1
91
-
0
-
Task Lighting
0 W
0
-
0
0
-
Electric Equipment
0 W
0
-
0
0
-
People
0
0
0
0
0
0
Infiltration
-
2211
414
-
291
0
Miscellaneous
0
0
-
0
0
rafety Factor
6% T6q
0
0
0%
0
0
1>> Total Zone Loads
414
-
637
0
TABLE 2.5.13. ENVELOPE LOADS FOR SPACE " 2FL—WIC3—TARPON9 " IN ZONE
" Zone 2 "
COOLING
COOLING
HEATING
Area
U-Value
Shade
TRANS
SOLAR
TRANS
(ft-)
(BTU/(hr-ft--'F))
CGeff.
(BTU1hr)
(BTU1hr)
(BTU/hr)
ESE EXPOSURE
WALL
54
0.116
182
1571
NNE EXPOSURE
WALL
54
0.116
139
157
NNE EXPOSURE
ROOF
15
0.041
30
15
ESE EXPOSURE
I
I
ROOF 1
151
0.0411
-1
28
-1
15
Hourly Analysis Program v-4.1 Page 19 of 19
System Psychrometrics for AHU I
Project Name: Tarpon—B-01202014—Final 01/21/2014
Prepared by: hrcd
01:57PM
I July DESIGN COOLING DAY, 1600
TABLE 1: SYSTEM DATA
Component
Location
Dry -Bulb
Temp
(IF)
Specific
Humidity
(Iblib)
Airflow
(CFM)
Sensible
Heat
(BTU1hr)
Latent
Heat
(BTUlhr)
Ventilation Air
Inlet
90.6
0.01771
0
Vent - Return Mixing
Outlet
73.8
0.00953
2548
-
Supply Fan
Outlet
73.8.
0.00953
2548
0
-
Central Cooling Coil
Outlet
55.3
0.00872
2394
47606
9169
Central Heating Coil
Outlet
90.0
0.00953
154
2703
-
Cold Supply Duct
Outlet
56.2
0.00872
2275
2217
Hot Supply Duct
Outlet
90.0
0.00872
146
2217
-
Zone Air
74.6
0,00956
2421
42686
9154
Return Plenum
Outlet
74.61
0.00956
2421
0
-
Duct Leakage Air
Outlet,
57.41
0.00877
127
-
Return Duct
Outlet
73.8 1
0.00953
2548
Return Fan
Outlet
73.81
0.00953
2W
AirDensityx Heat Capacityx Conversion Factor., At sea level = 1.080; Atsite altitude = 1.079 BTUI(hr-CFM-F)
Air Density x Heat of Vaporization x Conversion Factor At sea level = 4746.6,- At site altitude = 4743.2 BTUI(hr-CFM)
Site Altitude = 20. 0 ft
TABLE 2: ZONE DATA
Zone
Terminal
Zone
Sensible
Zone
Zone
Zone
Heating
Heating
Load
T-stat
Cond
Temp
Airflow
Coil
Unit
Zone Name
(BTU/hr)
Mode
(BTU/hr)
ff)
(CFM)
(BTU/hr)
(BTU/hr)
Zone 1
33272
Cooling
32040
74.6
1814
0
0
Zone 2
11066
Cooling
10646
74.6
607
0
0
Hourly Analysis Program v.4.1 Page 1 of 2
I System Psychrometrics for AHU I
Project Name: Tarpon—B-01202014—Final 01/21/2014
Prepared by: hred 01:57PM
WINTER DESIGN HEWING
TABLE 1: SYSTEM DATA
Component
Location
Dry -Bulb
Temp
(*F)
1;pecific
HiLimidity
— Am�)
Airflow
(CFM)
Sensible
Heat
(BTU1hr)
Latent
Heat
(BTU/hr)
Ventilation Air
Inlet
43.0
0.00290
0
0
0
Vent - Return Mixing
Outlet
67.6
0.00290
2548
-
-
Supply Fan
Outlet
67.6.
0.00290
2548
0
-
Central Cooling Coil
Outlet
65.0
0.00290
1540
4249
0
Central Heating Coil
Outlet
98.1
0.00290
1009
33303
-
Cold Supply Duct
Outlet
65.0
0.00290
1463
-1435
Hot Supply Duct
Outlet
96.8
0.00290
958
-1435
-
Zone Air
-1
67.0
0.00290
2421
-27618
0
Return Plenum
Outlet
67.01
0.00290
2421
0
-
Duct Leakage Air
Outlet
78.1
0.00290
127
-
Return Duct
Outlet
67.6
0.00290
2548
-
Return Fan
Outlet
67.6
0.00290
2548
0
AirDensityx Heat Capacityx Conversion Factor.'Atsea level = 1.080, Atsite altitude = 1.079 BTUI(hr-CFM-F)
Air Density x Heat of Vaporization x Conversion Factor.* At sea level = 4746.6; At site altitude = 4743.2 BTUI(hr-CFM)
Site Altitude = 20. 0 ft
TABLE 2: ZONE DATA
Zone
Terminal
Zone
Sensible
Zone
Zone
Zone
Heating
Heating
Load
T-stat
Cond
Temp
Airflow
Coil
Unit
Zone Name
(BTUlhr)
Mode
(BTU/hr)
('F)
(CFNI)
(BTU/hr)
(BTUlhr)
Zone 1
-21809
Heating
-20998
67.0
1814
0
0
Zone 2
-6893
Heating
-6621
67.0
607
0
0-
Hourly Analysis Program v.4.1 Page 2 of 2
Project Name: Tarpon-B-01202014-Final Psychrometric Analysis for AHU I
PreDared bv: hrcd
1. Supply Fan Outlet
tr2l 9)0ling Coll Outlet
Z z
Pra r
ura Outlet
um 89 Fle?i I
m
IZ
=-1-1-7 - T-
T
-0.0075
a �§ I �-§,
-0.0025
4
01/21/10141
Hourly Analysis Program v.4.1 Page I of 1
FORM 405-10
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Flodda Department of Business and Professional Regulation - Residenfial Performance Method
PrCiect, Narm Tarpon Flats Model B
Builder Narna� Phoenix Companies
street Lot 9 - Shore Side Drhe
Pem-d office. St Lucie
cit34 State, Z71p: Fai Pierce, FL,
Permit Number
Owner Tarpon Flats
Jurisdiction: 661000
Design Location: FL, Fort Pie"
I . New construction or e*fing
New (From Plans)
9. Wall Type$ (3410.5 sqft.)
Insulation Area
2. Single fam]4y or mulliplefamity
single4amlly
a. Concrete Stock - Int Insul, Exterior
R=41 3049.60 ft2
b. Frame - Wood, Adjacent
R=11.0 304.00 ft2
3. Number of units, if multiple faritily
I
c. Concrete Block - Int Insul, Adjacent
R=4.1 57.00 ft2
Number all Bedrooms
4
d. WA
R=' ft2
5. Is this a worst case?
No
10.Ceiling Types (190-4.0 sqft.)
Insulelion Area
a. Poof Deck (Unvented)
R=20.0 19M.00 it'
6. Conditioned floor area a6ove grade
26ig
b. WA
R= ft2
Conditioned ffm area Wavv grade
0
c. NiA
R= ft,
11. Ducts
R it2
7. Windows(563.5 sqft) Description
Area
a. Sup. Main, Rat: Main, AH: Main
6 Soo
a. U-Facton 891, 0=0.74
563.60 ft2
SHGC-. SHGC=0.36
b. U-Factor NIA
W
12. Cooling systems
kBtulhr Efficiency
SHGC:
a. Central Unit
61.0 SEER14.00
a. Ul-Factor WA
ftz
SHGC:
13. Heating system
XBtu1hr Efficiency
d. U-Factor NIA
112
a. Eleatic Heat Pump
44.8 HSPF:7.70
SHGC--
Area Weighted Average Overhang Depth:
3.213 &
Area Weighted Average SHGC.
0.360
14. Pat water systerns
a. Bectric
Cap: 80 gajims
8. Floor Types (1909.0 sqft.)
Insulation Area
EF: 0.920
a. Slab -On -Grade Edge Insulation
R=0.0 1909.00 T.
b. Caisuvaton features
b. NfA
R= ft2
None
a. N/A
R= ft2
15. Credits
CF
Glass/Floor Area: 0215
Total Proposed Modified Loads: 43.06
PA QQ
Total Standard Reference Loads: 56.07
I hereby certify that the plans and speciftications covered by
Review of the plans and
5747,
this calculation are in compliance with
the Florida Energy
specifications covered by this
0
Code.
calculation indicates compliance
with the Florida Energy Code.
r:
PREPARM
Before construction is -completed
DATE:Z/
this building will be inspected for
compliance with Section 553-908
#
I hereby certify that this building, as designed, is in compliance
Flodda Statutes.
V
with the Florida Energy Code.
OWNERIAGENT-
BUILDING OFFICIAL:
DATE: 'A
DATE:
- Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist
1127/2014 11:35 PIVI EnergyGaLW& USA - Fiafts201 0 Section 405.4.1 Compliant $oftlware Page 1 el 6
PROJECT
Tfflv,
Building Type:
Owner
# of Units:
Builder Name:
Permit Office:
Jurisdiction:
Family Type:
New/Etsting:
Comment7
Tarpon Flats Modd 8
User
Tarpon Flats
1
Phoe* Comparfles
St. Lucie
wloi�o
Singlefamily
New (from Pians)
Bedrooms: 4
Conditioned Area: 2619
Total Stories: 2
Worst Case: No
RotateAngle: 0
Cross Ventilabon.
Whole House Farr
Address TyW.
Lot #
Block(Sub!DMsion:
PlatBoolt"
street-
County-
City, statp- Z-1p:
Street Address
Lot 9 - Shore Side Drive
St. Lucie
Fort Pierce ,
FL,
CLIMATE
Design Location
1ECC ign Temp,
TMY Site Zone 97.5% Z5 %
Int Design Ternp Heating __;Zgn Daily Temp
Winter Sumater Degree Days Moistuye Range
FL, Fort Pierce FL—ST—LUCIE—CO—INTL 2 so 90
70
75 722
V_ LOW
-BLOCKS
Number
Name
Area Volume
I
Blocki
2619 27499.6
SPACES
Number
Narne
Area Volume Kitchen Occupants
Bedrooms
Infil ID Finished Cooled Heated
1
Main
2619 27499.5 yes 5
4
1 yes
Yes yes
FLOORS
Flm Type
Space Perlimeter R-Value
Area
Tile Wood Carpet
I Slab -On -Grade Edge insulation Main 233 ft 0
1909 ft2
0.65 0.35
ROOF
#
Type
Roof Gable Roof
materials Area Am color
Solar
Absor.
SA Ernid
Tested
Emitt Deck Pitch
Tested Insul. (dsg)
I
Hip
mew 2135 ft2 0 f12 Unfinishe
0.41
No 0.7
NO 20 26.6
ATTIC
Type
Ventilation Vent Ratio (I in)
Area
RBS IRCC
I
Full aft
Unverited 0 1909 ft2
N N
CEILING
Ceiling Type
Space R-Value Area
Framing Frac
Truss Type
E I
Under Attle (Unvented)
Main 0-1 Igoe ft2
0.11
Wood
V27/2014 11:35 PM EnagyGaug-0 USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6
nrnt
ACrja=lt
Tn ..
WgIl Z=
Space
Cavity
R-Xnhie
Width
Et -la
Height
- Ot in
Ama
. Sheathing Framing
FMCUM
solar
Below
71
E
Exterfor
Concrete Block - Int Insul
Main
4.09M
8
9.5
76.0 fft
-R.Nf211=
0
-AbWL-Gradd-30
0.30999
0
2
E
Uedor
Concrete Block - N Insul
M&
4.0!�M
8
tz
76.0 ft'
0
0,349M
0
-3
1-
E)dsicr
Concrete Stock - H Inssul
Maim
4.09M
23
0.5
218.9 ft,
0
0.34M9
0
-4
8
Exterior
Concrete Block - Int Insul
Main
4.09M
6
9.5
47.6 ft2
0
0.349999
0
- 5
N
EXerior
Concrete Block - Int Insul
Main
4.09999
5
9.5
47.5 it'
0
0.349999
0
-6
S
E)duior
Concrete Block - Irit Insul
Main
4.00-999
45
9.6
427.5 it'
0
0.349999
0
-7
W
E)derioT
Concrete Block - Int Insul
Main
4.09M
-17
9.5
161.5 fe
0
0,349999
0
8
N
Exterior
Concrete Block - Int Insul
Main
4.0999e
13
9.5
123.5 ft'
0
0.3A9999
0
- 9
W
Exterior
Concrete Block - Int Insul
Main
4.09M
27
9.6
25$.5 it'
0
0.349M
0
10
W
Exterior
Concrete Block - Int Insul
Main
4.09099
16
916
162.0 ft2
0
0.34�999
0
-1i
N
F-)derior
Concrete Block - Int Insul
Main
4.09M
28
9.6
2mo fe
0
0.349M
0
12
E
Garap
Concrete Block - Int Instil
Main
4-09099
6
9.6
57.0 ftz
0
0.349999
0
13
N
Garage
Frme-Wood
Main
I 1
10
9.5
95.0 fta
0.19
0.349999
0
14
8
Garne
Rame - Wood
Main
I 1
6
9.5
57.0 ft'
0.19
0.349M
(I
15
E
Garage
Frtme, - Wood
Main
11
16
9.5
152.0 ft2
0.19
0.34M9
0
16
W
Exterior
Concrete Block - Int Insul
Main
4�09M
29
9.5
276.5 fl:2
0
0.349999
0
17
N
Exterior
Concrete Block - Int Insul
Main
4.09M
32
9.5
304.0 W
0
0.349999
0
18
E
Exterior
Concrete Block - Int Insul
Main
4,0M9
14
9.6
133.0 ft2
0
0.349999
0
19
6
Exterior
Concrete Block - Int Insuf
Main
4.09999
5
9.5
47.5 ftg
0
0.349999
0
20
E
Exterior
Concrete Block - Int Insul
Main
4.09999
7
9.5
66.5 ft2
0
0.349999
0
21
N
Exterior
Concrete Block - Int Insul
Main
4-09999
2
9.5
19.0 ft2
0
0.349999
0
22
E
Exterior
Concrete Block - Int Insul
Main
4,M99
8
9.5
76.0 ft2
0
0.349999
0
23
8
Exterior
Concrete Block - Int Insul
Main
4.09M
29
9's
275.5 ft2
0
0,34M9
0
DOORS
orrit Door Type Space Storms U-Vahje Width Height Area
Ft An Ft ' In
I E wood Main None .32 3 8 24 ft2
2 E wow Main None .32 3 8 24 ft2
WINDOWS
V
Omt
wall
ID
Frame
Penes
NFRC
U-Factor SHGC
Area
Overhang
Depth Separation
Int Shade
Screwing
I
E
I
Metal
Singte (Tinted)
Yes
0.74
0.38
33.0 ft'
0.25 ft 0 i 0 ft 0 in
Drapes/brinds
None
2
E
2
Metal
Single (Tinted)
Yes
0.74
0.36
12.0 ft2
5 it 0 in Oft0in
Drapes/blinds
None
3
E
3
MeW
Single (Tinted)
Yes
0.74
0.36
36.0 ft2
2ft0in 0 ft 0 in
Drapes/blinds
None
4
S
6
Metal
Single (Tinted)
Yes
0.74
0.38
6.0 ft'
2 ft 0 in OftOln
Drapesiblinds
None
6
SQ
6
Metal
Single (Tinted)
Yes
0.74
0.36
25.0 ft'
2 It 0 in 0 ft 0 in
Drapesiblinds
None
6
W
7
Metal
Single (Tinted)
Yes
0.74
0.36
36.0 112
2 ft 0 in 0 ft 0 in
Drapes/blinds
None
7
W
7
metat
singie Crinted)
YM
0.74
0.36
30.0 ft2
2ftoin oltGin
Drapes/bUnds
kone
8
W
9
Metal
&hgle (Tinted)
Yes
0.74
0.36
128.0 ft2
0.25 ft 0 1 Oft0in
Drapesfblinds
None
9
W
10
Metal
Single (Tinted)
Yes
0.74
0.36
72.0 1`12
13 ft 0 In 0 ft 0 in
Drapes/blinds
None
10
N
11
Metal
Single (Tinted)
Yes
0.74
0.36
24, 0 ft'
2 ft 0 in 0 ft 0 in
Drapes/blinds
None
1127/2014 11:35 PM EnergyGaugea USA - FlaRes201 0 Section 405.4.1 Compliant Software Pap 3 of 6
NNDOWS
--Prientation
shown is the
Men
Wall
V,
Omt
ID
Fr=e
POW
NFRC
U-Factor SHGC
11
W
16
meld
Single (Tinted)
Yes
0.74 0.36
6(
12
N
17
Metal
Single (Tinted)
Yes
0.74 0.36
4
13
E
18
mew
Single (Tint"
Yes
0.74 0.36
3C
14
8
19
Metal
Single (Tinted)
Yes
0.74 -0.36
12
16
E
20
Metal
Single (Tinted)
Yes
0.74 0.$6
25
16
E
22
Metal
Single (Tint"
Yes
0.74 0.36
is
17
S
23
Metal
Single (Tinted)
Yes
0.74 0.36
Is
# Floor Area
1 542 W
Scope
Method
I Wholehows
Best Guess
Vit
Sys -tern —1 ype
I
Electric Heat Pump
V
System Type
I
Central Unit
#
System Type SubT,
1
EleWc None
FSEC
Cert # CompanyName
None None
GARAGE
.ITHV Area
EVosed Wan Perirnel:er A
542 ff
38ft
INFILTRATION
SLA
CFM 50 ELA EqLA
.0006
3434.8 188.57 354M
HEATING SYSTEM
Overhang
Area
Depth
Separaftn
Int %ade
Screenli
.0 ff,
2fto in
Oftoin
Drapes/blinds
None
.0 ft'
2ft0in
0 ft 0 in
Drapesiblinds
None
0 ft'
2 ft 0 in
oftoin
Drapestblirids
None
.5 ft2
7 ftO in
Oft0in
Drapes/blinds
None
.0 fe
6ft0in
Oft0in
Drapesiblinds
. Norte
.0 ft2
2 ft 0 in
0 ft o in
Drapesiblinds
None
.0 ft2
2 ft 0 in
Oft0in
Drapesiblinds
None
wall 1
9.5 ft
ACH
A
None HSPF� 7.7 44.8 kl3tuft
COOLING SYSTEM -
Wag Insularm
11
ACH 50
7.4943
Block Ducts
I sysol
Subtype Effidency Capac4 Air Flow SHR Block Ducts
None SEER: 14 61 kBtwbr 18W cfm 0.78 1 SYM
HOT WATER SYSTEM
Location EF cap Use SetPnt Conservation
Garage. Q92 80 gal 70 gal 12D deg None
SOLAR HOT WATER SYSTEM
Collector Storage
System Model # Collector Model # Area Volume FEF
ft2
DUCTS.
supply Return Air CFM 25 CFM25 HVAC
# Location R-Value Area Location Area Leakage Type Handier TOT OUT ON RLF Heat Coal
I main 6 Soo ft2 Main 125 112 Ddault Leakage Main (Default) o(Default) c I I I
1/27/2014 11:35 PM EnergyGaugaq USA - RaRes2010 Section 405.4.1 Compliant Software Page 4 of 6
TEMPERATURES
Prograrnable Thermostat None
Caling Fans:
Jan
Hadng Jan
Feb
Fab
Ma,
met
�Ar
Vr
11
a
May
M Jun
Jun
Jul
Jul
Aug
A
Oct
Oct
Nov
NOV
Dec
Dec
ventfrig Jan
Feb
Mar
Jun
Jul
Oct
Nov
Dec
Thermostat Schedule.
HERS 20M Reference
Hours
Schedule Type
1
2
3
4
5
5
7
8
9
10
11
12
Coding (WD)
AM
78
78
78
78
78
78
78
78
78
78
78
78
PM
78
78
78
78
78
78
78
78
78
78
78
78
Cooling (WEH)
AM
78
78
78
78
78
78
78
78
78
78
78
78
PM
78
.78
78
.78
78
78
78
78
78
78
78
78
Hwdnq WD)
AM '
e8
68
68
68
68
68
68
68
68
68
58
68
PM
68
68
68
68
68
68
68
68
68
68
68
68
(WEH)
NA
68
68
68
68
68
68
68
68
68
68
68
68
PM
68
68
68
.68
68
68
68
68
68
68
68
68
1/2712014 11:35 PM EnergyGaugs@ USA - FlaRes2010 Section 405.4.1 COMPIhint SOftWe Page 5 of 6
FORM 405-10 1 Florida Code Compliance Checklist
Florida Department -of Business and Professional Regulations
Residential Whole Building Performance Method
ADDRESS: Lot 9 - Shore Side Drive PERMIT
Fort Pierce, FL,
MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details.
COMPONENT
SECTION
SUMMARY OF REQUIREMENT(S)
CHECK
Air Wkage
402.4
To be caulked, gasketed, weatherstripped or otherwise sealed.
Recessed lighting IC -rated as meeting ASTIVI E 283. XATindows and
doors = 0.30 ch/sq A Tesfing or visual inspection required.
Fireplaces: gasketed doors & outdoor Combustion air. Must complete
envelope leakage report or visually verity Table 402.4.2.
Thermostat &
403.1
At least one thermostat shall be provided for each separate heafing
controls
and cooling system. Where forced -air furnace is primary system,
programmable thermostat is required. Heat pumps with supplemental
i
electric heat must prevent supplemental heat when compressor can
meet the load.
Ducts
403.2.2
All ducts, air handlers, filter boxes and building cavities which form the
primary air containment passageways for air distribution systems shall
be considered ducts or plenum chambers, shall be constructed and
sealed in accordance with Section 503.2.7.2 of this code.
403,3.3
Building framing cavities shall not be used as supply ducts.
Water heaters
403.4
Heat trap required for vertical pipe risers. Comply With efficiencies
in Table 403.4.3.2. Provide svAtch or clearly marked circuit breaker
(electric) or shutoff (gas). Circulating system pipes insulated to
R-2 + accessible manual OFF switch.
Mechanical
403.5
Homes designed to operate at positive pressure or with mechanical
ventilation
ventilation systems shall not exceed the minimum ASHRAE 62 level
No make-up air from attics, crawispaces, garages or outdoors adjal(;;nt
to pools or spas.
SyAmming Pools
403.9
Pool pumps and pool pump motors with a total horsepower (HP) of = I
& Spas
HP shall have the capability of operating at two or more speeds. Spas
and heated pools must have vapor -retardant ' covers or a liquid cover or
other means proven to reduce heat loss except if 70% of heat from
site -recovered energy. Off/timer switch required. Gas heaters
minimum thermal efficiency=78% (82% after 4/16/13), Heat pump pool
heaters minimum COP= 4.0.
Cooling/heating
403.6
Sizing calculation performed & attached. Mirtimum efficiencies per
Tables 503.2.3. Equipment efficiency verification required. Special
equipment
occasion cooling or heating capacity requires separate system or
variable capacity system. Electric heat >I OkW must be divided into
two or more stages.
Ceilings/knee walls
1 40-5.2.1
R-19 space permitting.
M712014 11:35 PM EnergyGauge& USA - RaReS2010 Section 405A.1 CoMphard Software page 6 of 6
ESTIMATED ENERGY PERFORMANCE INDEX* = 77
The lower the EnergyPerformance Index, the more efficient the home.
4u-
Lot 9 - Shore Side Drive, Fort Pierce, FL,
1. New const=tion or edsting
New (From Ptans)
9. Wall Types
Insulation
Area
2. Sive family or Multiple ftrnfly
Single-inily
a, Concrete Block - Int Insul, EAedor
R=4.1
300.50 fft
b. Franne - Wood, Adjacent
R-- 11. 0
304.00 ft2
3. Nurnber d units, if multiple farnily
I
c. Concrete Rock - Int Insul, Aqacerrt
R=4.1
57.00 T1
4. Number of Bedrooms
4
d. N/A
R=
ft2
10. Getting Types
Insulation
Area
5. Is this a Viorst ewe?
No
a. Roof D--(* (Unvented)
R=20.0
19M.00 ft'
6. Conditioned floor area M
2619
b. N/A
R=
ft2
c. NIA
R=
ft2
7. Windms- Description
Area
1. Ducts
R ft2
a. U-Factor Sgl, 1.1-m-0.74
5W.60 f12
a. Sup: Main, Ret: Main, AH: Main
6 Soo
SHGC, SHGC=0.36
b. U-Factor N/A
SHGC:
12. Cooling system
Mhghr
Effidency
c. U-Factor NIA
a- Cer&al Unit
61.0
SEER:14.00
SHGC,.
d. U-Factor: N/A
ft2
13. Heating systerns
kBtufhr
- EfficiencY
SHGC:
a. Electric Heat Pump
44,8
HSPF:7.70
Area Weighted Average Overhang Depth:
3.213 ft
Am Weighted Average SHGC:
0.360
8. Floor Types
Imulation
Area
14. Hot vader system
Cap:
so gallons
a. Slab -On -Grade Edge insulation
R=0.0
1909.00 ft2
Bectric
EF: 0.92
b. NIA
R=
W
b. Conswidonfeature-s
c. NIA
R=
W
None
15. Credit,--
CF
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Othenvise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature:
Address of New Home:
Date:
City/FL Zip:
*Note: This is not a Building Energy Rating. If your Index is below 70, your home may clualify for energy efficient
mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321)
638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For
information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's
support staff.
-Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
EneergyGauqa@ USA - FlaRes2010 SecUon 405.4.1 Compliant SOftware
t' CONCRETE-,,
CURB (TYP.)
,-13ENC11MAW
SET NAIL IN ASPHALT
TOP --OP NAfL-EL-5.E8
NGVD
RE,"8IW,,D—RlV
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S 22'30'39"E 495.00 110.00'
..... . �'(PRI VATE)��' R
S 22
T'oPOINT OF
20 "ASPHALT- RA NO!
POINT OF
INTERSECTION
INTERSECTION �PROPOSED 5' WALK N
8-22W'3WE 7.5.00'
IRC
A.E & U.E. P.V.C. PIPE
(GREEN) 9 "C&T LB 4286"
N
FND 5/8" TRC
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PROPOS VACANT
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14. JJ'
bo VERED
TECH- 7.8,3— 00
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\—W LINE OF BONITA ISLE
UNIT I PLAT BOOK 9,
PA GE 62
FT. PIERCE CUT
LEGAL DESCRIPTION:
PROPOSED LOT 9, PROPOSED TARPON FLATS SUBDIVISION, AS SHOWN
ON THE PLAT THEREOF, RECORDED IN PLAT BOOK , PAGE , OF THE
PUBLIC RECORDS OF INDIAN RIVER COUNTY, FLORIDA
GRAPHIC SCALE
30 0 15 30
IN FEET
1 inch = 30 ft.
—N orth
PLAT OF SURVEY FOR: PHOENIX HOMES
TYPE: BOUNDARY & TOPOGRAPHIC DATE: 01/09/14
PROJ. NO. 13-024-09 F.B. 196 PG. 51
DWN. BY: J,E.K. SCALE: 1 30'
CKD. BY: C.H.B.
THIS PLAT AND REPORT ARE NOT VAUD WTHOUT THE SIGNATURE AND THE ORIGINAL
RAISED SEAL OF THE FLORIDA REGISTERED SURVEYOR AND MAPPER NAMED HEREON
MiICH SIGNATURE AND SEAL MAY BE FOUND AT THE END OF THE ATTACHED REPORT.
THE PLAT AND REPORT ARE NOT FULL AND COMPLETE WTHOUT ONE ANOTHER.
U.\13-024JARPON PLATS\LOTS\LOT 9\13-024-9.dwg, 1/16/2014 8:45:19 AM
"'BUILDING SETBACKS (BSB):
FRONT - 25'
REAR - 15' MIN.
SIDES - 7.5'
IRC PERMIT #
ADDRESS:
MEF1111DIAN
LAND SURVEYORS
61
1717 INDIAN RIVER BLVD, SUITE 201
VERO BEACH, FL. 32960 LB96905
PHONE: 772-794-1213, FAX: 772-794-1096
E-MAIL: LB6905 na BELLSou'rH.NE'r
PG I OF 2
v
—024-9)
Report of Survey: (Project #13
* TYPE OF SURVEY, BOUNDARY & TOPOGRAPHIC
* THIS SURVEY PERFORMED BY:
MERIDIAN LAND SURVEYORS LB#6905
1717 INDIAN RIVER BOULEVARD, SUITE: 201
VERO BEACH, FLORIDA 32960
* PROFESSIONAL SURVEYOR & MAPPER IN RESPONSIBLE CHARGE:
CHARLES H. BLANCHARD P.S.M.# 5755
• THE EXPECTED USE OF THE LAND, AS CLASSIFIED IN THE MINIMUM
TECHNICAL STANDARDS (5J-17. FAC) IS SUBURBAN. THE MINIMUM
RELATIVE ACCURACY FOR THIS TYPE OF BOUNDARY SURVEY IS I FOOT
IN 7,500. THE MEASUREMENT AND CALCULATION OF A CLOSED
GEOMETRIC FIGURE WAS FOUND TO BE IN EXCESS OF THIS ACCURACY
REQUIREMENT.
• THIS SURVEY MEETS OR EXCEEDS ALL APPLICABLE REQUIREMENTS OF
THE MINIMUM TECHNICAL STANDARDS, AS ESTABLISHED IN CHAPTER
5J-17. FLORIDA ADMINISTRATIVE CODE.
ELEVATIONS AND DIMENSIONS SHOWN HEREON ARE MEASURED IN FEET
AND DECIMAL PARTS THEREOF.
* THE LAST DATE OF FIELD WORK WAS- 1/08/14
* THE BEARING BASE FOR THIS SURVEY IS GRID BEARING OF S89'45'08"W
ALONG THE SOUTH LINE OF GOVERNMENT LOT 1, SECTION 23, TOWNSHIP34
SOUTH, RANGE 40 EAST RELATIVE TO THE FLORIDA EAST MERCATOR PROJECTION.
* THIS SURVEY DOES NOT CERTIFY TO THE EXISTENCE OR LOCATION OF ANY
UNDERGROUND IMPROVEMENTS: UTILITIES, FOUNDATIONS, OR ENCROACHMENTS,
EXCEPT AS SHOWN.
* No INSTRUMENTS OF RECORD REGARDING EASEMENTS, RIGHT—OF—WAYS,
OR OWNERSHIP WERE SUPPLIED TO THIS SURVEYOR, EXCEPT AS SHOWN.
* NO TITLE OPINION OR GUARANTEE IS EXPRESSED OR IMPLIED.
* UNLESS A COMPARISON IS SHOWN, PLAT VALUES AND MEASURED VALUES
ARE THE SAME.
* LEGAL DESCRIPTION IS AS PROVIDED BY THE CLIENT.
THE PARCEL OF LAND SHOWN HEREON APPEARS TO BE IN FLOOD ZONE "X",.AND A E 4
PER FLOOD INSURANCE RATE MAP #12111COO87 J, DATED' FEB. 16, 2012.
* THE ELEVATIONS SHOWN HEREON ARE BASED ON THE NATIONAL GEODECTIC VER11CAL DATUM OF 1929).
THE PRIMARY BENCHMARK FOR THIS SURVEY IS: NATIONAL GEODETIC SURVEY MONUMENT
P 633, ELEVATION 2.97' NGVD (1.49' NAVD, PUBLISHED). SITE BENCHMARK AS SHOWN ON PAGE 1 OF 2.
* ALTHOUGH BASED ON THE BEST AVAILABLE INFORMATION, THE BUILDING SETBACKS
SHOWN HEREON ARE NOT CERTIFIED TO AND MUST BE VERIFIED PRIOR TO DESIGN
OR CONSTRUCTION.
* THE CONVERSION FACTOR FOR NGVD 1929 TO NAVID 1988 IS -1.483'. THS WAS DETERMINED USING
CORPSCON FOR WINDOWS VER. 6.0.1
Legend & Abbreviations: (symbols not
PLS - PROFESSIONAL LAND SURVEYOR
PSM - PROFESSIONAL SURVEYOR & MAPPER
LB -
LAND SURVEYING BUSINESS
(L -
CENTERLINE
R -
RADIUS
L -
LENGTH
6 -
DELTA ANGLE
E�P -
EDGE OF PAVEMENT
B C -
BACK OF CURB
B,M, -
BENCHMARK
POC -
POINT OF COMMENCEMENT
POB -
POINT OF BEGINNING
0 -
PERMANENT CONTROL POINT (PCP)
2 -
PERMANENT REFERENCE MONUMENT (PRM)
0 -
IRON PIPE (IP)
-
IRON ROD & CAP (IRC)
-
CONCRETE MONUMENT (CM)
FD -
FOUND
(M) -
MEASURED
F.F. -
FINISH FLOOR
EL./ELEV.
- ELEVATION
CONC.-
CONCRETE
IRC -
IRON ROD AND CAP
COVD. -
COVERED
MERIDIAN
LAND SURVEYORS
1717 INDIAN RIVER BLVD, SUITE 201 61
VERO BEACH, FL. 32960 LB#69(
PHONE: 772-794-1213, FAX: 772-794-1096
E-NTATL; LB6905na.BFLLS0UTH.NET
scaleable for size)
E— -
GUY WIRE
-
WOOD UTILITY POLE
-
TELEPHONE SERVICE
CABLE T.V. BOX
ELECTRIC BOX
LIGHT POST
WELL
V
- HYDRANT
- GATE VALVE
- IRRIGATION VALVE
- IRRIGATION METER
- WATER METER
- SANITARY MANHOLE
- SANITARY SERVICE
- SEPTIC TANK
0
- DRAINAGE MANHOLE
M
- CURB INLET
1151
- SURFACE INLET
- MITERED END SECTION
- CONCEPTUAL DRAINAGE
- STREET SIGN
- PROPOSED GRADE
THIS SURVEY IS NOT VAUD WITHOUT THE SIGNATURE
AND THE ORIGINAL RAISED SEAL OF THE FLORIDA
LICENSED SURVEYOR AND MAPPER NAMED BELOW.
-diA'RLfS,H. BLANCHARD P.S.M. #5755
- � ^ r1% r— 11%
U.\13-024JARPON FLATS%LOTS\LOT 9%13-024-9.dwg, 1/16/2014 8*44:39 AM F- N..) If- 11-11
c �J' 3
'-- PCP
FD. NAIL AND DISK
"LB 6905"
>-10' A.E 8, U.C.
Fb 5/8,, IRC
LB 6905"
7 87'
AC J-O'X 2-ZL—
ELEV.- ZOO' ,
LOT 8
CBS SINGLE
FAMILY RESIDENCE
ELEVATION=Z50
POOL EQUIPMENT
CONCRETE PAD-
F.F, 6.93'
4' ALUMINUMJ
FA CONCRETE FENCE ON L . INE
momumiNr
16,6905"
Z4W'l PIA78"011&1019,
PA GE 62
FT. PIERCE CUT
,-�NdH-M—ARRK
SET NAIL IN ASPHALT
NAIL EL- 5.
NGVD
FD. NAIL AND DISK
"LB 6905"
�i- — - - —I
FD 5/8" IRC
LB 6905"
Y7.80' FD 5/8" IRC
/— LB # 6905
7.78'_
�000 05� T,
%0 69 5ASEMC
100�e 1651
N50% PAG
LEGAL DESCRIPTION:
LOT 9, TARPON FLATS SUBDIVISION, ACCORDING TO THE PLAT THEREOF, AS
RECORDED IN PLAT BOOK 69, PAGE 27, OF THE PUBLIC RECORDS OF ST. LUCIE
COUNTY, FLORIDA.
GRAPHIC SCALE
30 0 15 30
IN FEET
I inch = 30 ft.
North
PLAT OF SURVEY FOR: PHOENIX TARPON, LLC
TYPE: BOUNDARY & TOPOGRAPHIC DATE: 01/09/14
PROJI. NO. 13-024-09 F.B. 196 PG. 51
DWN. BY: J.E.K. SCALE: 1" = 30'
CKD. BY: C.H.B.
THIS PLAT AND REPORTARE NOT VAUD. VATHOUIT, THE SIGNATURE"AND THE ORIGINAL
RAISED SEAL OF THE FLORIDA REGISTERED SURV I
UOR AND MAPPER NAMED HEREON
WHICH SIGNATURE AND SEAL MAY BE FOUND -AT THE END OF THE ATTACHED REPORT.
THE PLAT AND REPORT ARE NOT FULL AND COMPLETE VATHOUT ONE ANOTHER.
T'.\�Vorklnq Files\2013 JOBS\13-024JARPON FLATS\LOTS\LOT 9X13-024-93MG FINALdwg, 1/22/2015 10:25:14 AM
BUILDING SETBACKS (BSB):
FRONT - 25'
REAR - 15' MIN,
IRC PERMIT # SIDES 7.5'
ADDRESS:
3905 SHORESIDE DRIVE. FT. PIERCE
566-0001-000y
MERIDIAN
LAND SURVEYORS
1717 INDIAN RIVER BLVD.SUITE201
VERO BEACH, FL. 32960 LB9690i
PHONE: 772-7.94-1213, FAX: 772-794-1096
E-A-LAIL: LE6905 A BELLSOILITHNET
PG 1 OF2
Report of Survey. (Project #13-024-9)
* TYPE OF SURVEY: BOUNDARY & TOPOGRAPHIC
* THIS SURVEY PERFORMED BY:
MERIDIAN LAND SURVEYORS LB#6905
1717 INDIAN RIVER BOULEVARD, SUITE 201
VERO BEACH, FLORIDA 32960
• PROFESSIONAL SURVEYOR & MAPPER IN RESPONSIBLE CHARGE:
CHARLES H. BLANCHARD P.S.M.# 5 755
• THE EXPECTED USE OF THE LAND, AS CLASSIFIED IN THE FLORIDA
STANDARDS OF PRACTICE (5J-17. FAC) IS SUBURBAN, THE MINIMUM
RELATIVE ACCURACY FOR THIS TYPE OF BOUNDARY SURVEY IS 1 FOOT IN
7,500. THE MEASUREMENT AND CALCULATION OF A CLOSED GEOMETRIC
FIGURE WAS FOUND TO BE IN EXCESS OF THIS ACCURACY REQUIREMENT.
THIS SURVEY MEETS OR EXCEEDS ALL APPLICABLE REQUIREMENTS OF THE
FLORIDA STANDARDS OF PRACTICE, AS ESTABLISHED IN CHAPTER 5J-17.
FLORIDA ADMINISTRATIVE CODE.
• ELEVATIONS AND DIMENSIONS SHOWN HEREON ARE MEASURED IN FEET
AND DECIMAL PARTS THEREOF.
• THE LAST DATE OF FIELD WORK WAS: 1/14/15
• THE BEARING BASE FOR THIS SURVEY IS S 22'30'39"E ALONG THE CENTERLINE OF SHORESIDE
DRIVE AS SHOWN ON THE PLAT THEREOF.
• THIS SURVEY DOES NOT CERTIFY TO THE EXISTENCE OR LOCATION OF ANY
UNDERGROUND IMPROVEMENTS: UTILITIES, FOUNDATIONS, OR ENCROACHMENTS,
EXCEPT AS SHOWN.
• NO INSTRUMENTS OF RECORD REGARDING EASEMENTS, RIGHT—OF—WAYS,
OR OWNERSHIP WERE SUPPLIED TO THIS SURVEYOR, EXCEPT AS SHOWN.
• NO TITLE OPINION OR GUARANTEE IS EXPRESSED OR IMPLIED.
• UNLESS A COMPARISON IS SHOWN, PLAT VALUES AND MEASURED VALUES
ARE THE SAME.
• LEGAL DESCRIPTION IS AS PROVIDED BY THE CLIENT.
• THE PARCEL OF LAND SHOWN HEREON APPEARS TO BE IN FLOOD ZONE "X", AND AE 4
PER FLOOD INSURANCE RATE MAP #12111COO87 J, DATED FEB. 16, 2012.
11q
co
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z 7
7
Un _J (n
V)
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< I M
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M M U.J
U_ U V)
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13. tz Q01- wft
U.J aJ UJ UJ
= Cx Cr w
THE ELEVATIONS SHOWN HEREON ARE BASED ON THE NATIONAL GEODECTIC VERTICAL DATUM OF 1929,
THE PRIMARY BENCHMARK FOR THIS SURVEY IS: NATIONAL GEODETIC SURVEY MONUMENT
P 633, ELEVATION 2.97' NGVD (1.49' NAVD, PUBLISHED). SITE BENCHMARK AS SHOWN ON PAGE 1 OF 2.
ALTHOUGH BASED ON THE BEST AVAILABLE INFORMATION, THE BUILDING SETBACKS
SHOWN HEREON ARE NOT CERTIFIED TO AND MUST BE VERIFIED PRIOR TO DESIGN
OR CONSTRUCTION.
THE CONVERSION FACTOR FOR NGVD 1929 TO NAVD 1988 IS —1.483'. THS WAS DETERMINED USING
CORPSCON FOR WINDOWS VER. 6.0.1
Legend & Abbreviations: (symbols not scaleable for size)
PLS -
PROFESSIONAL LAND SURVEYOR
PSM -
PROFESSIONAL SURVEYOR & MAPPER
LB -
LAND SURVEYING 13USINESS
T, -
CENTERLINE
R -
RADIUS
L -
LENGTH
a -
DELTA ANGLE
E/P -
EDGE OF PAVEMENT
B/C -
BACK OF CURB
B.M. -
BENCHMARK
POC -
POINT. OF COMMENCEMENT
POB -
POINT OF BEGINNING
0 -
(PCP) PERMANENT CONTROL POINT
PCP -
PERMANENT CONTROL POINT
M -
(PRM) PERMANENT REFERENCE MONUMENT
PRM -
PERMANENT REFERENCE MONUMENT
0 -
(IP) IRON PIPE
IP -
IRON PIPE
0 -
(IRC)IRON ROD & CAP
IRC -
IRON ROD & CAP
El -
(CM) CONCRETE MONUMENT
CM -
CONCRETE MONUMENT
FD -
FOUND OAK
(M) -
MEASURED
(P) -
PLAT
(C) -
CALCULATED PALM
EL./ELEV.
- ELEVATION
P/K -
PARKER KALON
Certified To:
1) BURT LEASING CORPORATION, ISAOA/ATIMA
2) PHOENIX TARPON, LLC
3) OCEANSIDE TITLE & ESCROW, INC.
4) ALLIANT NATIONAL TITLE INSURANCE COMPANY
TREE
TREE
MERIDIAN
LAND SURVEYORS
1717 INDIAN RIVER BLVD, SUITE 201
VERO BEACH, FL. 32960 LB#6905
PHONE: 772-794-1213, FAX:'�72-794-1096
E-MAIL: LB6905natELLSOUTH.NET
E-- -
Guy wIRE
-
WOOD UTILITY POLE
-
TELEPHONE SERVICE
-
CABLE T.V. BOX
-
ELECTRIC BOX
-
LIGHT POST
WELL
-
HYDRANT
-
GATE VALVE
-
IRRIGATION VALVE
CR -
WATER METER
0 -
SANITARY MANHOLE
0 -
SANITARY- SERVICE
19
SEPTIC TANK
DRAINAGE MANHOLE
Es -
CURB INLET
a -
SURFACE INLET
-
MITERED' END SECTION
-
CONCEPTUAL DRAINAGE
-
STREET SIGN
I
PROPOSED GRADE
NAVO -
NORTH AMERICAN VERTICAL DATUM
,25.5 -
TYPICAL ELEVATION
A/C -
AIR CONDITIONER
CONC. -
CONCRETE
F.F. -
FINISH FLOOR
BSB -
BUILDING SETBACK LINE
R\W -
RIGHT OF WAY
AB
AS -BUILT
A.E
ACCESS EASEMENT
U.E
UTILITY EASEMENT
EM
RECLAIMED WATER METER
THIS SURVEY IS NOT VALID WITHOUT THE SIGNATURE
AND THE ORIGINAL RAISED SEAL OF THE FLORIDA
LICENSED SURVE.YOR,AND MAPPER NAMED BELOW.
- N-V--
CHARLES H. BLIANCH"LRD P.S.1ki A-5755
TAWorking Files\2013 JOBS\13-024-TARPON FLATS\LOTS\LOT 9\13.024-9�BLDG FINAL-dwg, 1/20/2015 2;10.-20 PM PG 2 OF 2
/ . Vol - o5e5
11
PCP
FD. NAIL AND DISK
'113 6905"
0 ' A.E & U.E.
I'D 5/8" IRCT
"C&T LB 4286"
LOT 8
VACANT
T -00 F
CURB
SHORESIDE DRIVE
S 22t0' "E 75.00'
V—ATE) 6A1?40'-R-1Gffr-0T
20'± ASPHALT PAVING
"It%-2 Mil�
P.V.C. PIPE
—�GRE�N) I
(1i L6
R's's
f 64
---- r7
R 1W
700,
.99'.
00
LOT9
FORYBOARD
j
LOCA 77ON
A VG,. EZT!4V---7.6
"2.
SET 5/8" 1 RC FA comcRE7E
MONUUENT
LB #6905 Az ILB 6905" L6
L — 56.18' 1
'--W LINE OF BomrA IsLE
UNIT I PLAT BOOK 9,
PAGE 62
Fr. PIERCE CUT
* LEGAL DESCRIPTION:
4 "ENCHMARK
SET NAIL IN ASPHALT
P -OF NAtL-EL--5-.2e—
NGVD
S 22'30'39"E 110.00'
PCP--�
=7) FD.NAILANDDISK
"LB 6905"
- FID 5/8" IRC
"C&T LB 4286"
LOT 10
VACANT
01
—SET 5/8" IRC
LB # 6905
78' <
UM T
ON --- 06 5"MgN
TIO 6511
NG-.,
ev-
_A5 0—
.UJ,
ZS WUC I C o. F L
Dat
prove
LOT 9, TARPON FLATS SUBDIVISION, AS PER PLAT THEREOF, RECORDED IN PLAT
BOOK 69, PAGE 27, OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA
GRAPHIC SCALE
30 0 15 30
IN FEET
1 inch — 30 ft.
— North
PLAT OF SURVEY FOR: PHOENIX TARPON, LLC
TYPE: BOUNDARY & TOPOGRAPHIC DATE: 01/09/14
PROJ. NO. 13-024-09 F.B. 196 PG. 51
DWN. BY: J.E.K. SCALE: I"= 30'
CK D. BY: C.H.B.
THIS PLAT AND REPORT ARE NOT VAUD WITHOUT THE- SIGNATURE AND THE ORIGINAL
RAISED SEAL OF THE FLORIDA REGISTERED SURVEYOR AND MAPPER NAMED HEREON
MICH SIGNATURE AND SEAL MAY BE FOUND*AT THE END OF THE ATTACHED REPORT.
THE PLAT AND REPORT ARE NOT FULL AND COMPLETE WTHOUT ONE ANOTHER.
BUILDING SETBACKS (BSB):
FRONT - 25'
REAR - 15' MIN.
IRC PERMIT # SIDES - 7.5'
ADDRESS:
3905 SHORESIDE DRIVE, FT. PIERCE
PARCEL I.D. 1423-566-0001-0009
V
MERIDIAN
LAND SURVEYORS
17 17 1 nd:,, River Blvd., Suit, 201
Ve . Beach. Fl. 32960
Ph ... : 772-794-1213
Fa.: 7 2-794-1096
E� it: 11,6905Q15,11south—t
T:\Working Files\2013 JOBS\13-024-TARPON FLATS\LOTS\LOT 9\13-024-9-BLDG FB.dwg, 8/18/2014 9:48:11 AM PG I OF 2
Report of Survey: (Project #13-024-9)
* TYPE OF SURVEY: BOUNDARY & TOPOGRAPHIC
THIS SURVEY PERFORMED BY:
MERIDIAN LAND SURVEYORS LB#6905
1717 INDIAN RIVER BOULEVARD, SUITE 201
VERO BEACH, FLORIDA 32960
PROFESSIONAL SURVEYOR & MAPPER IN RESPONSIBLE CHARGE:
CHARLES H. BLANCHARD P.S.M.# 5755
THE EXPECTED USE OF THE LAND, AS CLASSIFIED IN THE MINIMUM
TECHNICAL STANDARDS (5J-17. FAC) IS SUBURBAN. THE MINIMUM
RELATIVE ACCURACY FOR THIS TYPE OF BOUNDARY SURVEY IS 1 FOOT
IN 7,500. THE MEASUREMENT AND CALCULATION OF A CLOSED
GEOMETRIC FIGURE WAS FOUND TO BE IN EXCESS OF THIS ACCURACY
REQUIREMENT.
THIS SURVEY MEETS OR EXCEEDS ALL APPLICABLE REQUIREMENTS -OF
THE MINIMUM TECHNICAL STANDARDS, AS ESTABLISHED IN CHAPTER
5J-17. FLORIDA ADMINISTRATIVE CODE.
ELEVATIONS AND DIMENSIONS SHOWN HEREON ARE MEASURED IN FEET
AND DECIMAL PARTS THEREOF.
* THE LAST DATE OF FIELD WORK WAS: 8/15/14
* THE BEARING BASE FOR THIS SURVEY IS GRID BEARING OF S89'45'08"W
ALONG THE SOUTH LINE OF GOVERNMENT LOT 1, SECTION 23, TOWNSHIP34
SOUTH, RANGE 40 EAST RELATIVE TO THE FLORIDA EAST MERCATOR PROJECTION.
* THIS SURVEY DOES NOT CERTIFY TO THE EXISTENCE OR LOCATION OF ANY
UNDERGROUND IMPROVEMENTS: UTILITIES, FOUNDATIONS, OR ENCROACHMENTS,
EXCEPT AS SHOWN.
* NO INSTRUMENTS OF RECORD REGARDING EASEMENTS, RIGHT-OF-WAYS,
OR OWNERSHIP WERE SUPPLIED TO THIS SURVEYOR, EXCEPT AS SHOWN.
* NO TITLE OPINION OR GUARANTEE IS EXPRESSED OR IMPLIED.
* UNLESS A COMPARISON IS SHOWN, PLAT VALUES AND MEASURED VALUES
ARE THE SAME.
* LEGAL DESCRIPTION IS AS PROVIDED BY THE CLIENT.
THE PARCEL OF LAND SHOWN HEREON APPEARS TO BE IN FLOOD ZONE "X", AND AE 4
PER FLOOD INSURANCE RATE MAP #12111CO087 J, DATED FEB. 16, 2012.
F_
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0,: CD W
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0
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Ld W W
ct� ck-1 0,- 1
THE ELEVATIONS SHOWN HEREON ARE BASED ON THE NATIONAL GEODECTIC VERTICAL DATUM OF 1929.
THE PRIMARY BENCHMARK FOR THIS SURVEY IS: NATIONAL GEODETIC SURVEY MONUMENT
P 633, ELEVATION 2.97' NGVD (1.49' NAVD, PUBLISHED). SITE BENCHMARK AS SHOWN ON PAGE 1 OF 2.
ALTHOUGH BASED ON THE BEST AVAILABLE INFORMATION, THE BUILDING SETBACKS
SHOWN HEREON ARE NOT CERTIFIED TO AND MUST BE VERIFIED PRIOR TO DESIGN
OR CONSTRUCTION.
THE CONVERSION FACTOR FOR NGVD 1929 TO NAVD 1988 IS -1.48,3'. THS WAS DETERMINED USING
CORPSCON FOR WINDOWS VER. 6.0.1
Legend & Abbreviations: (symbols not scaleable for size)
PLS - PROFESSIONAL LAND SURVEYOR
E— -
GUY WIRE
PSM - PROFESSIONAL SURVEYOR & MAPPER
-
WOOD UTILITY POLE
LB - LAND SURVEYING BUSINESS
-
TELEPHONE SERVICE
a - CENTERLINE
-
CABLE T.V. BOX
R - RADIUS
-
ELECTRIC BOX
L - LENGTH
LIGHT POST
4 - DELTA ANGLE
-
WELL
E/P - EDGE OF PAVEMENT
-
HYDRANT
B/C - BACK OF CURB
CATE VALVE
B.M. - BENCHMARK
-
IRRIGATION VALVE
POC - POINT OF COMMENCEMENT
-
WATER METER
POB - POINT OF BEGINNING
-
SANITARY MANHOLE
0 - (PCP) PERMANENT CONTROL POINT
-
SANITARY SERVICE
PCP - PERMANENT CONTROL POINT
SEPTIC TANK
IN - (PRM) PERMANENT REFERENCE MONUMENT
-
DRAINAGE MANHOLE
PRM - PERMANENT REFERENCE MONUMENT
CURB INLET
0 - (IP) IRON PIPE
-
SURFACE INLET
IP - IRON PIPE
-
MITERED END SECTION
0 - (IRC)IRON ROD & CAP
-
CONCEPTUAL DRAINAGE
IRC - IRON ROD & CAP
-
STREET SIGN
ED - (CM) CONCRETE MONUMENT
-
PROPOSED GRADE
CM - CONCRETE MONUMENT
NAVD
NORTH AMERICAN VERTICAL DATUM
I'D - FOUND OAK TREE
(M) - MEASURED
�25.5 -
TYPICAL ELEVATION
(P) PLAT
A/C -
AIR CONDITIONER
(C) CALCULATED PALM TREE
*0
CONC. -
CONCRETE
F.F. -
FINISH FLOOR
EL./ELEV. - ELEVATION
BSB -
BUILDING SETBACK LINE
Certified To:
R\W -
RIGHT OF WAY
AB
AS -BUILT
1) BURT LEASING CORPORATION, ISAOA/ATIMA
2) PHOENIX TARPON, LLC
3) OCEANSIDE TITLE & ESCROW, INC.
4) ALUANT NAT10NAL TITLE INSURANCE COMPANY
MERIDIAN
LAND SURVEYORS
1717 Indian River Blvd., Suite 201
Vero Beach, FL 32960
Phone: 772-794-1213
Fax: 772-794-1096 -
Email: lb6905@bellsouth.net
I
THIS SURVEY IS NOT VALID - 'WITHOUT THE SIGNATURE
AND THE ORIGINAL RAISED SEAL OF THE FLORIDA
jCENSE0.S_URVFYOff AND, MAPPER NAMED BELOW.
.CHARLES H. BLWH�RD' P.S.M. #5755
TAWorking Files\2013 JOBS\13-024-TARPON FLATS\LOTS\LOT 9\13-024-9-BLDG FB.dwg, 8/18/2014 9:46:51 AM
__J I � —
PG 2 OF 2 /,A
SPECIFICATIONS
1. POOL BARRIERS DETAILED AND SPECIFIED ON
THESE DRAWINGS COMPLY. WITH THE �
REQUIREMENTS OF FLORIDA BUILDING CODE
2010: SECTIONS 424.2.17. 1.1 THROUGH424.
2.17 1.10AS APPLICABLE AND EXPOSURE B OR
C WITH 140 MPH WIND. BALCONY RAILINGS
COMPLY WTH SECTION 1607.7 OF FLORIDA
BUILDING CODE 2010.
2. ALL ALUMINUM EXTRUSIONS SHALL BE
6661-T6. ALL SHOP WELDS SHALL USE 5356
FILLER MATERIAL WITH 3116 IN. FILLET WELD
U.N.O. ALL MECHANICAL CONNECTIONS SHALL
BE MADE VIATH #10 SHEET METAL SCREWS 1
1/2" LONG U.N.O.
3. POST INSERT AND POSTSHALL BE SHOP.
WELDED TO BASE PLATE.
4. POST INSERT SHALL EXTEND 21" ABOVE BASE
PLATE.
5. POST INSERT SHALL BE USED ON 2nd FLOOR
AND ABOVE APPLICATIONS. MAX. RAILING
HEIGHT FOR THIS APPLICATION SHALL BE 44".
6. GROUND FLOOR APPLICATION SHALL NOT
REQUIRE POST INSERT.
7. CONCRETE SHALL DEVELOP A MINIMUM
COMPRESSIVE STRENGTH OF 2500 PSI IN 28
DAYS.
8. POOL BARRIERS DETAILED AND SPECIFIED ON
THIS DRAWING ALSO COMPLY VATH FBC
R41 01.17 (RESIDENTIAL).
R-1 )RAILING EM13ED TO SOIL
SCALE:NTS
NOTE: RESIDENTIAL POOL BARRIER TO BE
48'MIN. ABOVE �GRADE. (FBC#
424.2.17.1.1). FOR GREATER THAN 60 INCH
HEIGHT RAIL. USE 1 INCH
PICKET,OR ADDITIONAL HORIZONTAL
CHANNEL
48"
60
72'
6'0" MAX- POST SPACING
=SIDENTIAL POOL BARRIER)
4'6" MAX. POST SPACING
(BALCONY RAILINGS)
CAP
r--314" PICKET /—SNAP POST
rR--4�TYPICAL RAILING ELEVATI01' . 4
SCALE:NTS
PICKET
OPENING
TO BE
LESS THAN
4 INCHES
CHANNEL
OPENING TO BE NOT
MORE THAN 2 INCHES
'IG
ED 114"
TOP CAP
SNAP CAP
SNAP POST---,,"",,,,
SELF -CLOSING
ALTERANTE FOR
GRAVITY LATCF
BALCONY BALUSTERS
EMBED 1-13EAM POST
INSERT MIN 21"
BOTTOM CHANNEL
v
3/4" PICKET
LESS THAN
INCH OPENIN(
CORE DRILL EXIST.
CONC. 3 1/2" DIA. AND
FILL W/ QUICK-ROK OR
EQUAL:�
LESS
THAN
DIA.
.S.I.
3"
MIN.
T
RAILING.EMBED TO EXISTING CONIC. SLAB_
SCALE:NTS
2.000
2.000
TOP CAP
IL-11:
0. 145
f-2.413—f
ERTICAL POST
TOP CAPSPLICE
2�000
1.000
0.125
3/4'! PICKET 11. PICKET
. BOTTOM CHANNEL
.062.. .062
WELD RAIL EXTRUSIONS
SCALE;NTS
TOPCAP
WALL MOUNT
BRACKET
BOTTOM
CHANNEL
WALL MOUNT
BRACKET
RAILING TO BUILDING MOUNT
SCALE:NTS
I
t 2.0.00
2,41:1:j�,
t
1.2
r 21
2.000
TOPCAP
SNAP POST
�1.7954
SNAP CAP. PLATE
SNAP POST PLATE
Ifs
3/4" PICKET I PICKET
BOTTOM CHANNEL
.040 .040
MECHANICAL RAIL EXTRUSIONS
SCALE:NTS
Z�. .
o
v
0 C'
LL
F—z
—7
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PROFE
3SIONAL SEAL
ING
INGES
NOTE:
HEIGHT &.WIDTH OPGATE TO
BEDETERMINED BY RAIL HEIGHT
Lu
Lu
z
Lu <
—J! < U3
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z 0
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TYPICAL GATE ELEVATION
D
SCALE:NTS
u
Lu u
U 5
z
<
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HR2
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IL
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ED LU
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ASE
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TP
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4 000
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W
DATE DRAWN
.
.000
10 /04/12
0
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REVISION
(4) 1/4" x 2 1/4"
CONCRETE
A
2 _
SCREWS
SHEETNO:
ALT.-MOUNT TO -EXIST. CONC. SLAB
SCALE: NTS
R-1