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HomeMy WebLinkAboutTRUSS® Lumber design values a.Wn accordance with ANSI/TPI 1 section 6.3
These truss designs rely,on lumber values established by others.
NisSCANNED°�!�!iTekLucieSt l
RE: 1343527-SYNERGY-BAXLEY - MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Tampa, FL 33610-4115
Customer Info: SYNERGY HOMES Project Name: BAXLEY Model:
Lot/Block: Subdivision:
Address: SNEED ROAD
City: FORT PIECE State: FL
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: FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 170 mph
Roof Load: 45.0 psf Floor Load: N/A psf
This package includes 103 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal#
Truss Name
I Date
No.
Seal#
Tru'ps Name
Date
1
1 T13113566
1 A01
2/1/18
118
1 T13113583
CO1
2/1/18
12 1
T13113567
1 A02
2/1/18
119
1 T131135841
CO
12/1/18 1
13 1
T13113568 1
A03
12/1/18
120
l T13113585
1 C09,
12/1/18 1
14
l T13113569
l A04
2/1/18
121
1 T13113586
1 C041
12/1/18
15 1
T13113570 1
A05
12/1/18
122
1 T13113587
1 C051
12/1/18
16
1 T13113571
I A06
12/1/18
123
1 T13113588
1 C061
2/1/18
17
I T13113572
I A07
12/1/18
124
1 T13113589
1 C071
12/1/18
18
1 T13113573
1 A08
12/1/18
125
1 T13113590
1 CJ 1
12/1/18
19
1 T13113574
1 A09
12/1/18
126
1 T1 3113591
1 CJ31
2/1/18
110
I T13113575
J A10
12/1/18
127
l T13113592
1 CJ4 1
12/1/18
Ill
I T13113576
J Al l
1 2/1/18
128
l T13113593
1 CJ51
12/1/18
112
1 T13113577
1 B01
12/1/18
129
l T13113594
1 CJ 11
12/1 /18
113
1 T13113578
1 B02
12/1/18
130
1 T13113595
1 CJ21
12/1/18
114
1 T13113579
1 B03
2/1/18
131
1 T13113596
1 CJ22
1 2/1/18
115
1 T13113580
1 B04
12/1/18
132
1 T131135971
CJ31
12/1/18
116
1 T1 3113581
1 B05
12/1/18
133
1 T13113598
1 CJ41
12/1/18
117
1T13113582
1 B06
12/1/18
134
lT131135991
DO
12/1/18
The truss drawing(s) referenced above have been prepared by MiTek
USA, Inc. under my direct supervision based on the parameters
provided by Builders FirstSource - Plant City.
Truss Design Engineer's Name: Velez, Joaquin
My license renewal date for the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were 1
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design 1
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2. '
011111111111
PpU I N
ENS'.
6 2 •
doO :•• TAT E O F ��
,� �1�111111�►�,
Joaq In Vel z PE Nc.68182
Mrre USA, Inc. FL Lert 6634
6904 arke ast Blvd. Tampa FL 33616
Date:
February
1,2018
Velez, Joaquin
RE: 1343527-SYNERGY-BAXLEY -
Site Information:
Customer Info: SYNERGY HOMES Project Name: BARLEY Model:
Lot/Block: Subdivision:
Address: SNEED ROAD
City: FORT PIECE State: FL
No.
I Seal#
I Truss Name
I Date
No.
Seal# JITruss
Name
I Date
35
1 T13113600
1 D02
2/1/18
178
1 T13113643
N04
2/1/18
136
1 T1 3113601
1 D03
1 2/1/18
179
1T1311364411
N05
1 2/1/18
137
1 T13113602
1 D04
1 2/1/18
180
I T13113645
N06
1 2/1/18 J
138
1T13113603
1 D05
1 2/1/18
181
1T131136461
N07
1 2/1/18 J
39
1 T13113604
1 D06
2/1/18
182
1 T13113647 11
N08
2/1/18
40
1 T13113605
1 D07
2/1/18
183
1 T13113648
N09
2/1/18
41
1 T13113606
1 D08
2/1/18
184
1 T13113649
11 N10
2/1/18
142
1 T13113607
1 D09
2/1/18
185
1 T13113650
11 N 11
1 2/1 /18 J
143
1 T13113608
I E01
2/1/18
186
1 T13113651
1 N 12
1 2/1 /18 J
144
1 T13113609
1 E02
1 2/1 /18
187
1 T13113652
11 N 13
2/1/18
145
1 T13113610
1 EJ 1
2/1/18
188
1 T13113653
11 N 15
1 2/1 /18
146
1 T1 3113611
1 EJ3
1 2/1/18
189
1 T13113654
11 N16
1 2/1/18 1
147
1 T13113612
1 EJ5
1 2/1/18
190
I T13113655
P01
1 2/1/18
148
1 T13113613 1
EJ6
1 2/1/18
191
1 T13113656
j P02
1 2/1/18
149 1
T13113614 1
EJ7
1 2/1/18
192
1 T13113657
1 P03
1 2/1/18
150 1
T13113615 1
EJ31 1
2/1/18 193
1
T131136581
PO4
1 2/1/18 1
151 1
T13113616 1
EJ32 1
2/1 /18
194 1
T13113659
1 P05
1 2/1 /18
152 1
T13113617 1
EJ51
2/1/18
195
1 T13113660
1 P06
1 2/1/18
153. 1
T13113618 1
EJ52
2/1/18
196
1 T13113661
1 P07
1 2/1/18
154 1
T13113619 1
EJ53
2/1/18
197
1 T13113662
1 V01
1 2/1/18
155 1
T13113620 1
EJ54
2/1/18
198
1 T13113663
1 V02
1 2/1/18
156 1
T13113621
1 EJ55
2/1/18
199
1 T13113664
1 V03
1 2/1/18
157 1
T13113622
1 EJ56
2/1/18
1 100
1 T13113665
j VO4
1 2/1/18
158 1
T13113623
1 EJ61
2/1/18
1 101
1 T13113666
1 V05
1 2/1/18 1
159 1
T131136241
FG1
1 2/1/18
1 102
1 T13113667
( V06
1 2/1/18
160 1
T13113625
1 FG2
1 2/1/18
1103
1 T13113668
11 V07
1 2/1/18 1
161 1
T13113626
1 FG3
1 2/1 /18
1
1
1
1
1
1
1
162 1
T13113627
1 G03
1 2/1/18
163 1
T13113628
1 G04
1 2/1 /18
164
1 T13113629
1 G05
2/1/18
165
1 T13113630
1 HJ3
1 2/1 /18
166
1 T13113631
1 HJ5
1 2/1 /18
167
1 T13113632
1 HJ6
1 2/1 /18
168
1 T13113633
1 HJ31
1 2/1/18
169
1 T13113634
1 HJ51
1 2/1 /18
170
1 T13113635
1 HJ52
1 2/1/18
171
1 T13113636
1 KO
1 2/1 /18
172
1 T13113637
1 K02
1 2/1 /18
173
1 T13113638
1 L01
1 2/1/18
174
I T13113639
I L02
1 2/1 /18
175
1 T13113640
1 N01
1 2/1/18
176
1 T13113641
1 NO2
1 2/1/18
177
J T13113642
1 NO3
1 2/1/18
2of2
Job
Truss
Truss Type '
Qty
Ply
T13113566
1343527-SYNERGY-BAXL-
AO1
Hip
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 1 8.130 S Sep 1b 2011 MI I eK industries, Inc. I nu Feb 1 09:35:01 2018 Page 1
1Q:gll8wLVNi6YkTT7fiBJ8hFyw6EN-PFcXOb9VkMQ_Z217fFug8aZpEfnVY? W EE9mRK6zpYNO
-1-0-0 7-0-4 13-8-2 20-4-1 27,0.0 34-10-0 40-3-4 46-0-0
0- 7-0-4 6-7-15
•
6-7-15
6-7-15
7-10-0
5-5-4
5-8-12
Scale=1:80.7
5x8 =
5x6 =
i
5.00 FI2
6
7 8
21
5x6
9
5
4x6
5x6
10
4
a
2x4 \\
3
6
20
01 2
Sx6 —
19 22
23 18 17 24
5
16 15
1413
26
12
27 11
6x8 =
3x4 11
8-11-5 17-6-5
27-0-0
34-2-0
341 -0 40-3-4
46-0-0
8-11-5 8-7-0
9-5-11
7-2-0
0-8-
5.5-4
5-8-12
Plate Offsets (X Y)--
[4:0-3-0 0-34] [6:0-5-12,0-2-81, [8:0-3-0,0-2-4], f 14:0-3-8,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
D
FL.
in (loc) I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL)
-0.27 16-17 >999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.96
Vert(CT)
-0.55 16-17 >734
180
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(CT)
0.08 14 n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 318lb FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2 `Except`
1-4: 2x4 SP No.1
SOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3'Except.
6-14: 2x4 SP No.2
REACTIONS. (lb/size) 2=1416/0-8-0, 11= 9/0-6-0, 14=2787/0-6-0
Max Harz 2=487(LC 12)
Max Uplift 2=-502(LC 12), 11=-317(LC 23), 14=-1035(LC 12)
Max Grav 2=1416(LC 1), 11=231(LC 24), 14=2865(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2588/1923, 3-4= 2337/1836, 4-5=-1526/1197, 5-6= 445/494, 6-7=-180/5
7-8=-183/595, 8-9=-292/658, 9-1 0=-1 15/315, 10-11 =-1 91/355
BOT CHORD 2-19=-2246/2274, 17-19=-1496/1707, 16-17=-806/1047, 14-16= 82/347, 13-1
12-13=-254/176
WEBS 3-19= 379/653, 4-19=-623/644, 4-17=-743/871, 5-17=-665/943, 5-16=-1154/1
6-16=-804/1207, 9-13= 773/945, 9-12=-210/529, 10-12= 406/288, 7-14=-7921
6-14=-1679/1291
CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
S 1 Row at midpt 5-17, 5-16, 6-16, 9-13, 10-12, 7-14
2 Rows at 1/3 pts 6-14
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 45L 10-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 lb uplift at joint 2, 317 lb uplift at
joint 11 and 1035 lb uplift at joint 14.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 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 not
�
a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly incorporate this design Into the overall
bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only! Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
o
russ
russ ype
ty
y
T13113567
1343527-SYNERGY-BAXLEY
A02
HIP 1
1
1
Job Reference (optional)
esunaers NTMOurce, non niece, ru:lvavo
b.13t) s UCI Lb ZU1I MI I ex mousrnes, mc. I nu t-el) 1 TLn b:ou ZUIb rage I
ID:gi 18wLVNi6YkTT7fi BJ8hFyw6EN-F09tvKM D4UXo2_hqT?gh5r4rsEoCOwOQ?55CEXzp W tx
36-10-0 46-0-0
"
0-11-12
0-3-B
Scale=1:86.3
2x4 I I
5x6 =
3x6 4x6 = 5x8 =
=
6
7 29 30 8 9 10
3x6 G
4x6
5
31
4x6
5.00 F12
5x6 28
3211
12
4
25 26
37 38
`o
Sxl4 MT20HS 5-
d
Z
2x4 =
0
3x8 I I
q
3
IN
27
0
0
8x10 =
r
5x8 Il
8-0-0i
c?
I�
0 2 0 23
22 21 20 33
19 34
351
o
24 2x4 11
4x6 = 3x6 =
5x8 =
17 1615
14 13
6x8 =
3x6 11
3x4 11
3x4 11
3x6 =
5x8 II
6x8 =
6x8 =
36-10-0 46,0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.76
Vert(LL)
0.38 23
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.93
Vert(CT)
-0.53 18-19
>757
180
MT20HS
187/143
BCLL 0.0
Rep Stress [nor
YES
WB 0.96
Horz(CT)
0.23 13
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Aktic
-0.12 14-15
866
360
Weight: 373lb
FT=20%
LUMBER -
TOP CHORD
2x4 SP No.1 `Except`
10-12,4-6: 2x4 SP No.2, 1-3: 2x8 SP 240OF 2.0E
BOT CHORD
2x4 SP No.1 'Except'
1-24: 2x4 SP No.2, 2-24,13-17: 2x6 SP No.2
WEBS
2x4 SP No.3 *Except*
8-16: 2x4 SP No.1, 11-25: 2x6 SP No.2
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 1=1491/0-8-0 (min. 0-1-8), 13=825/0-6-0 (min. 0-1-8), 1
Max Harz 1=676(LC 12)
Max Uplift 1= 890(LC 12), 13= 199(LC 13), 16= 838(LC 8)
Max Grav 1=1491(LC 1), 13=1077(LC 27), 16=2537(LC 2)
D CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins,
except end verticals.
T CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BS 1 Row at midpt 3-22, 11-25, 12-13, 7-19, 7-18, 4-20, 5-19
2 Rows at 1/3 pts 8-16
NTS 1 Brace at Jt(s): 25
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation auide.
i (min. o-3-0)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2— 825/157, 2-27= 3643/2303, 3-27=-3560/2316, 3-4=-2477/1470, 4-28= 1770/1203,
5-28=-1653/1217, 5-6=-1160/922, 6-7= 1016/932, 7-29=-130/365, 29-30=-130/365,
8-30=-130/365, 8-9=-292/341, 9-10=-282/332, 10-31=-294/267, 31-32=-323/253,
11-32=-390/246, 11-12= 271/0, 12-13= 1235/34
BOT CHORD 2-23-2839/3503, 22-23=-281613489, 21-22=-162812159, 20-21=-162812159,
20-33=-1121/1562, 19-33=-1121/1562, 19-34= 407/594, 34-35=-407/594, 18-35=-407/594,
14-15=-41/299
WEBS 3-22=-1372/1228, 4-22=-256/577, 16-18= 2735/1054, 8-18=-1357/249, 8-15=0/1363,
15-25— 726/0, 9-25=-613/0, 11-14— 768/450, 12-14=-150/1254, 10-26=0/571, 1
7-19= 699/1057, 7-18=-1418/920, 4-20=-930/790, 5-20— 575/768, 5-19=-1028/919
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 25-0-0, Exterior(2) 25-0-0
to 43-4-1, Interior(1) 43-4-1 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 400.01b AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
8) Ceiling dead load (5.0 psf) on member(s). 25-26, 11-26
9) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1.2018
An , - Islgn parameters and READ NOTES ON THIS AND INCLUDED WEEK REFERANCE PAGE MI1-7473 rev. 10/032015 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, not
�'
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, 15SB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
o
I russ
Truss Type
ty
Ply
T13113567
1343527•SYNERGY-BAXLEY
A02
HIP
1
1
Job Reference (optional)
Builders FirslSource, Fort Piece, FL 34945
5.130 S UCl L6 2M / MI1 eK Inauslrles, inc. 1 nu "D 1 12: bzi 'Lulu 1-age 2
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-jCjF6gNrrofeg8G10j Lwe3d0ce7R7NeZEirmmzzpWtw
NOTES-
10) Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
111 Provide mechanical connection (by others) of truss to bearing plate capable of withstandin 890 lb uplift at joint 1, 199 lb uplift at joint 13 and 83B lb uplift at joint 16.
12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LOAD CASE(S) Standard
A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7g73 rev, 1010312015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MoTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For, general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, socANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
o
russ
I russ I ype
aty
ply
T13113568
1343527-SYNERGY-BAXLEY
A03
HIP
1
1
Job Reference (optional)
Buiida s nrsraource, rod Piece, FL 34945
8J30 s Oci 26 20i r MiTek m0usrnes, Inc. Thu Feb 7 12:20A 0 20i 8 rage i
ID:gllBwLVNi6YkTT7fiBJ8hFyw6EN-OUFUtjng_xkP2jzGBOPbC1 Mzvs4zGODs_CYoFxzpW qp
4s-0-0
-6-----23-0-0
74-40 1510000
28-6-6
1-0-41 -1
1--0 0.0-4.-
4411--1122 i415-6-&-12BTi1,
r a-0-0
t0
3-0035122600
Scale=1:83.5
2x4 11
5.00 12 5x8 —
3x6 = 3x8 = Sx8 =
5
6 28 29 7 8 9
6xl2 MT20HS i
30 3x6
104x6
27
11 31
4
24 25 34 35
Sx10
4x6 II co
2x4 11 v o
3
O
26
o
5x8 II 8x10 =
8-0-0
1
°°
.D
6
I
I-7
2 22 21 20 191
23
32
18 16 33 17 1514 13 12
2x4 11 46 = 3x8 MT20HS = 3x6
—
3x6 = 5x8 I I
6x8 =
3x4 11
3x4 11
3x6 II 6x8 =
6x8 =
46-0-0
2•B-0 7-0-0 15-0.0 77-0-0 23-0-0
26.6-6
31.6-0 33.11.0 35-70-0 38-70-0 44.1.12 4 •1 -0
2-&0 4-4-0 &0.0 2-0.0 6-0.0
5-6-6
3-1-10 2-3-0 1-11-4 2.11.72 5.3-12
1-2-0
Plate Offsets (X,Y)-- [1:0-0-3,Edge], [1:0-0-12,0-11-8], [5:0-5-4,0-2-4], [9:0-5-12,0-2-8],
[13:0-378,0-4-8],
[14:0-3-8,0-4-01, [15:0-4-8,0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
0.38 21-22 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.81
Vert(CT) -0.44
21-22 >907 180
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.87
Horz(CT)
0.23 12 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Attic -0.12
13-14 876 360
Weight: 356 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 `Except` TOP CHORD
Structural wood sheathing directly applied, except end verticals.
1-3: 2x8 SP 240OF 2.OE, 3-4: 2x4 SP No.1 BOiT CHORD
Rigid ceiling directly applied or 3-7-11 oc bracing.
BOT CHORD 2x4 SP No.2 *Except* WEBS
1 Row at midpt 3-21, 4-19, 5-18, 6-17, 11-12
2-23,12-16: 2x6 SP No.2, 2-20: 2x4 SP No.1 1
2 Rows at 1/3 pis 7-15
WEBS 2x4 SP No.3 `Except` JOINTS
1 Brace at Jt(s): 24, 25
7-15: 2x4 SP No.1, 10-24: 2x4 SP No.2 I
MiTek recommends that Stabilizers and required cross bracing
WEDGE
be installed during truss erection, in accordance with Stabilizer
Left: 2x4 SP No.3
Installation guide.
I
REACTIONS. (lb/size) 1=1481/0-8-0 (min. 0-1-8), 12=797/0-6-0 (min. 0-1-8), 15=2389/0-6-0 (min. 0-3-1)
Max Horz 1=647(LC 12)
Max Uplift 1=-842(LC 12), 12=-114(LC 13), 15=-928(LC 8)
Max Grav 1=1481(LC 1), 12=1038(LC 27), 15=2579(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2= 820/138, 2-26=-3581/2138, 3-26=-3498/2154, 3-4=-2474/1408, 4-27= 1,42I1/919,
5-27=-1317/946, 5-6=-776/692, 6-28=-78/261, 28-29— 78/261, 7-29=-78/261
7-8=-241/261, 9-30=-728/31, 10-30— 795/21, 10-31= 259/0, 11-31= 278/0,
11-12= 1187/0
BOT CHORD 2-22=-2642/3439, 21-22=-2621/3426, 20-21= 1537/2167, 19-20_ 1537/2167, '
19-32=-763/1230, 18-32=-763/1230, 18-33=-452/776, 17-33=-452/776, 13-14=-12/263
WEBS 3-21=-1297/1122, 4-21=-213/613, 4-19=-1201/1021, 5-19=-527/886, 5-18=-909%671,
6-18=-517/967, 6-17=-1524/908, 15-17=-2813/1065, 7-17=-1450/306, 7-14=-25%1205,
14-24= 616/31, 24-25=0/486, 25-34=0/451, 34-35=0/460, 10-35=0/469, 10-13=-622/302,
9-24= 690/0, 11-13=-26/1100, 9-25=0/425
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 110 23-0-0, Exterior(2) 23-0-0
to 45-4-1, Interior(1) 45-4-1 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 400.0Ib AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated. 1 Joaquin Velez PE No.68182
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cent 6634
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 6904 Parke East Blvd. Tampa FL 33610
will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Date:
8) Ceiling dead load (5.0 psf) on member(s). 24-25, 10-25 Gotirr �n� 1 13ni Q
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14
CCappggCCit�r of be�a�in� surface.
WARN/N - Ver! es n yammerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
9W+9YWIQrkPa"Iy with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
�
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For,general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314.
Tampa, FL 33610
o
russ
russ ype
ty
y
i
T13113568
1343527-SYNERGY-BAXLEY
A03
HIP
1
1
Job Reference (optional)
builders FIrslSoOrce, FOri HMO, FL 34945
NOTES-
11) Provide mechanical connection (by others) of truss to bearing plate capable of with;
121 Gap between inside of top chord bearing and first diagonal or vertical web shall not
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LOAD CASE(S) Standard
6.130 S UC126 2017 MI1 eK Indusines, Iric. I nu FeD 1 12:20:11 201 a va9e 2
ID:gi 18wLVNi6YkTT7fi BJ8hFyw6EN-sgps52ol I FsGgtYTkjwgl Ev8fGQC?rT?DsH LoNzpW qo
842 lb uplift at joint 1, 114 lb uplift at joint 12 and 928 lb uplift at joint 15.
® WARNING - Verlfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE
Design valid for use only wilt) MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly, incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Qualify Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
o
I russ
Iruss lype
ty
y
T13113569
1343527-SYNERGY-BAXLEY
A04
HIP
i
i
Job Reference (optional)
dumers resibource, ron Hece, rL �Aaao
8-0-0
ye
ID:gll8wLVNi6YkTT7fiBJBhFyw6EN-ahW LSjIDNDhC1sWSJ5K7vh8Udi2SG6zU9?BTXszpW pa
46-0-0
27-6-6 31-8-0 , 33-11.0 35-10-0, 40-0-0 40-10r0 44-1-12 i45.8-8,,
0-3-8
Scale=1:83.3
2x4 11
'
5x8 —
3x6 =
5x6 =
5x8 =
5.00 F12
5
6
7 8
9 28
3x6
104x6
3x6
11
4
24
31 25 3
4x6 = 2x4 11
8x10 5-
T
27
a
c�
3
N1\D
d
26
5x8 I 8x10
=
8-0-0
1
�c?
o 2
b 22
23
21 20 19
29
18
30
1
13 12
17 15 14
3x4 11 2x4 11
4x6 = 3x6 = 3x6 =
3x6 =
1 g
6x8 =
5x8 I I
3x4 11
3x6 11
6x8 =
6x8 =
460-0
2-6-0
i 7
17-0-0 i 21.40
i
33-11-0 i35.10-0 i
40.10.0 44-1-12
44r14�
2-B-0
4.4.0
B-0-O
2-0-0
4.1.10
2-3-0
1-11.4
4-11-12 3512
0.&4 '
1
1.2-0
Plate Offsets (X Y)--
[1:0-0-12 0-11-8] [1:0-0-3 Edqe] [5:0-5-12 0-2-8] [7:0-3-0 0-3-0] [9:0-5-12
0-2-8], [13:0-3-8,0-4-8], [14:0-3-8,0-4-0], [15:0-4-8,0-1-8]
LOADING (psf)
SPACING-
2-0-0
CSL
DEFL.
in (loc)
I/dell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25 .
TC 0.94
Vert(LL)
0.37 21-22
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.81
Vert(CT)
-0.45 21-22
>883
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.93
HOrz(CT)
0.22 12
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Ai.tic
-0.12 13-14
880
360
Weight: 347lb
FT=20%
LUMBER-
HHACING-
TOP CHORD
2x4 SP No.2 'Except` TOIP
CHORD
1-3: 2x8 SP 240OF 2.OE
BOT CHORD
2x4 SP No.2 `Except' BOT
CHORD
2-23,12-16: 2x6 SP No.2, 2-20: 2x4 SP No.1 WEBS
WEBS
2x4 SP No.3 `Except`
i
10-24: 2x4 SP No.2 JOINTS
W tuut
Left: 2x4 SP No.3
REACTIONS. (lb/size) 1=1469/0-8-0 (min. 0-1-8), 12=765/0-6-0 (min. 0-1-8), 15=2433/0-8- (min. 0-3-1)
Max Harz 1=618(LC 12)
Max Uplift 1= 819(LC 12), 12=-40(LC 13), 15=-1025(LC 8)
Max Grav 1=1469(LC 1), 12=998(LC 27), 15=2594(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2— 813/118, 2-26= 3571/2085, 3-26=-3488/2101, 3-27= 2427/1392, 4-27=-2203/1394,
4-5= 1588/1054, 5-6=-927/727, 928— 941/0, 10-28= 1009/0, 10-11=-284/13,
11-12=-1175/0
BOT CHORD 2-22=-2564/3431, 21-22=-2543/3419, 20-21= 1437/2126, 19-20= 1437/2126,
19-29=-886/1392, 18-29=-886/1392, 18-30=-546/927, 17-30= 546/927
WEBS 3-21=-1341/1147, 421=-232/575, 4-19=-1023/872, 5-19= 539/812, 5-18=-786/599,
6-18=-396/830, 6-17=-1603/982, 15-17= 2808/1102, 7-17=-1486/350, 7-14=-104/1241,
14-24=-580/135, 8-24= 233/252, 24-31=0/777, 25-31=0/770, 25-32=01731, 10-32=01745,
10-13=-521/152, 9-24— 889/0, 11-13=0/1046, 9-25=0/385
Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 3-8-10 oc bracing.
1 Row at midpt 3-21, 4-19, 5-18, 6-17, 11-12
2 Rows at 1/3 pis 7-15
1 Brace at Jt(s): 25
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=5.Opsf; BCDL=5.Opsf h=15fh Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 21-0-0, Exterior(2) 21-0-0
to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60 1
3) 400.01b AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.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 MiTek USA, Inc. FL Cert 6634
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
7) Ceiling dead load (5.0 psf) on member(s). 24-25, 10-25 6804 Parke East Blvd. Tampa FL 33610
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 Date:
9) Beating at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify February 1,2018
capacity of beating surface
5Jnw",W- &sign parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE mu-7473 rev. W103/2015 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, not
�'
a truss system. Before use.lhe building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For, general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and 8CS1 Building Component
6904 Parke East Blvd.
Safety Information avoiiable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
I russ I ype
ty
y
i
T13113569
1343527-SYNERGY-BAXLEY
A04
HIP
1
1
Job Reference (optional)
Builders FirslSoume, Fort Piece, FL 34945 a.iaU S Ucr zb zui r mi r eK rnausrnes, inc. i nu reu > iz:z i:za zu i a rage z
I D:g118wLVNi6YkTT7fiBJBhFyw6EN-ahW LSjI DNDhC1 sW SJ5K7vh8Udi2SG6zU9?BTXszpW pa
NOTES-
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 819 lb uplift at joint 1, 40 lb uplift at joint 12 and 1025 lb uplift at joint 15.
111 Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LOAD CASE(S) Standard
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMII-7473 rev. 1010312016 BEFORE USE.
°
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual bullding component not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M iTe W
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria. DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avallabte from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i
Tampa, FL 33610
o
russ
Truss Type I
ty
y
T13113570
1343527-SYNERGY-BAXLEY
A05
HIP
1
1
Job Reference (optional)
tlunuers i-,rs 6ource, t-on r,ece, rL s4MO
' 5x8 =
5.00 F12 5
428
Bx10
cc 3
27
8x10 =
1
cc EE
Lt m
2 d 22 21 20 19
6x8 = 23 2x4 11
3x4 I I
6x8 II
7-0.0 , 12-0-0 , 17-0.0 , 19-0-0 ,
a 4-o so o sao 12 0-0
0.16U S VCl Lb LUl / MI1 eK InUUnueS, InU. I uU reD 1 I L:L6:L6 LV 1 D raya I
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-baCKROBtLngJo96Knbz1 EnZregeffvg?WOVGCTzpWnj
45-6.8
isil11! tttttt 1150 tttttttttttuirs
1-4-12
5x6 = 2x4 11 5x8 =
29 6 7 830 9 10
24 33 34 2625
4x6 11 5 8 11
2x I=
9
8-0-0
Scale = 1:83.1
11 5x8 _- I
18 U
U
31
32 17 1514
13 12
16
5x8 11 6x8 =
3x4 11
6x8 =
44-10-0
i-6.6
31-6-0 33-11-0 35144 42-10-0
-1-1 6-
-6.6
5-1-10 2-.1 IN101 6.11.12
-3-1 -2-0
0-8-4
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.81
Vert(LL)
0.33 21
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.65
Vert(CT)
-0.39 19-21
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.97
Horz(CT)
0.21 12
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
At�lc
-0.11 13-14
904
360
LUMBER-
_
TOP CHORD
2x4 SP NO.2 `Except'
1-3: 2x8 SP 2400F 2.0E
BOT CHORD
2x4 SP No.2 *Except*
2-23,12-16: 2x6 SP No.2, 2-20: 2x4 SP No.1
WEBS
2x4 SP No.3 `Except'
24-25,11-12: 2x6 SP No.2
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 1=1458/0-8-0 (min. 0-1-8), 12=730/0-6-0 (min. 0-1-8), 15=2471/0-6-C
Max Horz 1=591(LC 12)
Max Uplift 1=-818(LC 12), 15=-1142(LC 8)
Max Grav 1=1458(LC 1), 12=957(LC 27), 15=2639(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-807/106, 2-27= 3410/1948, 3-27= 3327/1960, 3-4=-2728/1629, 4-28=-182
5-28— 1810/1149, 5-29= 1121/793, 6-29= 1121/793, 9-10= 1071/0, 10-11=-282
11-12— 1175/0
BOT CHORD 2-22= 2374/3259, 21-22= 2358/3244, 20-21= 1722/2449, 19-20= 1722/2449,
19-31=-1068/1604, 18-31=-1068/1604, 18-32=-684/1121, 17-32=-684/1121
WEBS 3-21— 869/733, 4-21= 223/523, 4-19=-1013/897, 5-19= 408/704, 5-18=-700/57,
6-18= 318/743, 6-17=-1744/1112, 15-17=-2835/1167, 7-17=-1530/423, 7-14=-1
14-24=-657/229, 8-24=-351/380, 24-33=0/893, 33-34=0/888, 26-34=0/883, 13-:
10-25=-641/0, 9-24— 997/0, 11-13=0/1026, 9-26=0/512, 10-26=01919
PLATES GRIP
MT20 244/190
Weight: 351 lb FT = 20%
0
I-
I
CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except
end verticals.
CHORD Rigid ceiling directly applied or 3-9-11 oc bracing.
IS 1 Row at midpt 4-19, 5-18, 6-17
2 Rows at 1/3 pts 7-15
TS 1 Brace at Jt(s): 26
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
(min. 0-3-2)
1126,
9,
296,
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=4.2psf; BCDL=5.Opsf;lh=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 19-0-0, Exterior(2) 19-0-0
to 45-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60 1
3) 400.O1b AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 3x6 MT20 unless otherwise indicated. Joaquin Velez PE No.68182
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 vide MiTek USA, Inc. FL Cert 6634
will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6904 Parke East Blvd. Tampa FL 33610
8) Ceiling dead load (5.0 psf) on member(s). 24-26, 25-26 Date:
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 February 1.2018
1 u) wearing at joints) T consiaers parallel to gram value using ruvai/ I r1 1 angle 10 grain Tormuia., rsuuamg aesigner snoula verify
5JnWXW,W- W I sign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114111-7473 rev. 10103/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for CID Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
Wilding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee. Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
o
russ
russ ype
ty
y
�
T13113570
1343527-SYNERGY-BAXLEY
A05
HIP I
1
1
Job Reference (optional)
Builders FlrslSource, Foil Piece, FL 34945 6.130 S UC126 2017 MI I eft Incuslr105, Inc. I nu Fer) 1 12:23:29 2015 Page 2
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-3mmjelBV64pA01hW LI UGm_6004_uOMwgigFgkvzpW ni
NOTES-
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 818 lb uplift at joint 1
12j Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LOAD CASE(S) Standard
and 1142 lb uplift at joint 15.
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MIf-7473 rev. 1010312015 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, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTeW
Is always required for stability and to prevent collapse with possible personal injury and property damage. For'general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
oTruss
Truss Type
ty
Hly
�
T13113571
1343527-SYNERGY-BAXLEY
A06
HIP
Job Reference (optional)
nursers rusravmue, run rreue, rL airs
i 2-6-0 i 7-0-0 i
2
8x10
3
29
5x8 I I Sx10 =
1
Ai 2 - 24
6x8 = 25 2x4 11
3x4 11
I D:gIIBwLVNi6YkTT7fi BJ8hFyw6EN-8kH538CZzadPt3XTi ETjdV2D4XH4Kv,CNr4sJ9bzpW mP
46-0.0
1-2-0
Scale=1:83.3
5x8 = 2x4 11
5.00 12 2x4 II 5x8 = 5x6 =
5 3� 6 7 8 9 32 10 1112 3x4 II
13
4 35 28 36 P7
30 26 2x4 II x6 —
4x6 = m
o dr`
8-0-0 0i I�
0
23 22 21 33 20 34 19 1716 15 14
is 5x8 11
6x8 = 4x6 =
6x8 =
46-ao
Plate Offsets (X Y)-- [1:0-0-12 0-11-81[1:0-0-3 Edge] [5:0-5-12 0-2-8] [12:0-3-0 0-2-41 115:0-3-8 0-4-8][16:0-3-8,0-4-01,[17:0-4-8,0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
1
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL) 0.32
23 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.99
Ve'rt(CT) -0.38
20-22 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.93
Horz(CT) 0.22
14 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Attic -0.12
15-16 891 360
Weight: 340 lb FT = 20%
LUMBER-
B"CING-
TOP CHORD 2x4 SP No.2 `Except`
T7 CHORD
Structural wood sheathing directly applied or 3-4-0 oc purlins, except
5-7: 2x4 SP No. 1, 1-3. 2x8 SP 240OF 2.0E
end verticals.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
2-25,14-18: 2x6 SP No.2, 2-21: 2x4 SP No.1
WEBS
1 Row at midpt 5-20, 8-17
WEBS 2x4 SP No.3
2 Rows at 1/3 pts 6-19
WEDGE
MiTek recommends that Stabilizers and required cross bracing
Left: 2x4 SP No.3
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=1467/0-8-0 (min. 0-1-8), 14=557/0-6-0 (min. 0-1-8), 17=2249/0-6-0
(min. 0-2-14)
Max Horz 1=560(LC 12)
Max Uplift 1=-773(LC 12), 14=-246(LC 9), 17=-1281(LC 8)
Max Grav 1=1467(LC 1), 14=768(LC 27), 17=2422(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-812186, 2-29=-3463/1953, 3-29— 3380/1969, 3-30=-2728/1622, 4-30=-2599/1633,
4-5=-2061/1296, 5-31= 1431/933, 6-31= 1430/933
BOT CHORD 2-24=-2300/3314, 23-24= 2284/3300, 22-23=-1722/2435, 21-22=-1247/18561
21-33= 1247/1856, 20-33=-1247/1856, 20-34= 896/1431, 19-34=-896/1431
WEBS 3-23=-945/770, 4-23= 257/471, 4-22= 788/702, 5-22=-396/683, 5-20=-537/484,
1
6-20=-198/648, 6-19=-1917/1182, 17-19=-2650/1322, 8-19= 1389/626, 8-16=-17711017,
16-26— 298/207, 26-35=-513/699, 28-35=-513/699, 28-36— 513/699, 27-36=513/699,
15-27=-321/304, 12-15=-82/811, 12-14=-957/128, 10-26=-814/592, 10-27=-715%543
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.0psf;h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 17-0-0, Exterior(2) 17-0-0
to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) 8.01b AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 4-b-0 apart.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 3x6 MT20 unless otherwise indicated.
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 wherela rectangle 3-6-0 tall by 2-0-0 wide
Joaquin Velez PE No.68182
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
MTek USA, Inc. FL CeR 6834
8) Ceiling dead load (5.0 psf) on member(s). 26-28, 27-28
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16
6804 Parke East Blvd. Tampa FL 33610
10) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
Date:
capacity of bearing surface.
February 1.2018
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77,3 lb uplift at joint 1, 246 Ib uplift at
AnW",W_WW &sign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not
�'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
ibliTek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrlcatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Tampa, FL 33610
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
o
russ
Truss Type
ty
y
I
T13113571
1343527-SYNERGY-BAXLEY
A06
HIP
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 a.tsu s ucl ILul r MI ex mausrnes, inc. i nu reD l iz:L4:DL Lul o rage L
ID:gll8wLVNi6YkTT7fiBJBhFyw6EN-8kH538CZZaGPt3XTiETjdV2D4XH4KvCNr4sjgbzpW mP
NOTES-
12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
13j ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LOAD CASE(S) Standard
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 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, not
a miss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. A,dditlonai temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabdcatiom storage, delivery, erection and bracing of trusses and Inrss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113572
1343527-SYNERGY-BAXL-
A07
HALF HIP
1
1
Job Reference (optional)
Bullaers rlrstSource, ron viece, t-L 34y4b
0.IOa b Oep ,O Za, I IV,,, Ur, ,r ruaSLr,eb, mu. mu rvu i vJ.ou.,G LV,a rage ,
VNi6YkTT7fi BJ8hFyW 6EN-aNnhKM HP8kpRNl M Eo3bF5vW iQ5bLdz3rmMwW D_zpYN D
27-1,0-5 33-11-0 35-10-4, 40-0-0 1 44-1-12 ,46-0-0,
-2 7-3-14 6-5-3 6-37 0-T-12
5.00 F12 5x8 =
3x6 = 5x6 =
3 4 5
5x8 i
2 24
23
tO l/ Id
cl
0
4x6 = 19
2x4 11
18 26 17 27 16 15
5x6 = 3x6 = 3x6 = 4x6 =
Scale = 1:78.4
2x4 11 3x6 =
5x8 =
2x4 11 4x6 =
6 7
8 25
9 10
21
20
28 22 29
4x6 =
2x4 11 4x6
0
0
4
8-0-0
Lil
14 13
12 it
6x8 = 2x4 11
3x4 I I
6x8 =
,35-10-4
44-1-12
46-0-0,
1-11-4
8-3-8
1-10-4
Plate Offsets (X Y)-- [2:0-4-0 0-3-4] [3:0-5-12 0-2-81 [5:0-3-0 0-3-0] [8:0-4-0 03-0] [12:0-3-8 0=4-8j
[14:0-4-0,U-3-121 [18:0-3-U,U-3-Uj
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert (LL) 0.25 1-19 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.75
Verti(CT) -0.32 1-19 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 1.00
Horz(CT) 0.10 11 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
Attic -0.11 12-13 924 360
Weight: 312lb FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2 'Except`
1-2. 2x4 SP No.1
BOT CHORD
2x4 SP No.1 `Except`
11-15: 2x6 SP No.2
WEBS
2x4 SP No.3
TOP'ICHORD Structural wood sheathing directly applied, except end verticals.
BOT (CHORD Rigid ceiling directly applied or 4-3-0 oc bracing.
WEBS 1 Row at midpt 10-11, 2-18, 5-14, 3-17, 4-16
JOINTS 1 Brace at Jt(s): 22
REACTIONS. (lb/size) 11=781/0-6-0, 1=1508/Mechanical, 14=2397/0-8-0
Max Horz 1=514(LC 12)
Max Uplift 11= 74(LC 9), 1— 776(LC 12), 14— 1135(LC 8)
Max Grav 11=989(LC 2), 1=1508(LC 1), 14=2549(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2= 3147/1729, 2-3=-2244/1321, 3-4=-1870/1184, 4-5= 1176/742, 7-8=-554/0,
8-9=-292/0, 9-10=-282/0, 10-11= 1154/0
BOT CHORD 1- 1 9=-1 948/2793, 18-19=-1950/2788, 17-18=-133211980, 16-17=-1184/1870,
14-16_ 734/1158, 13-14=0/309, 12-13=0/300
WEBS 2-19=0/338, 2-18=-902/801, 3-18=-258/557, 6-14=-273/309, 7-14=-1202/47,
13-20=0/746, 7-20=0/1036, 20-22=0/1223, 21-22=0/1224, 12-21 =-622/135,10-12=0/1159,
5-14=-1722/1110, 3-17= 192/285, 5-16=-393/856, 4-17= 144/350, 4-16=-998/665,
8-20=-1148/0, 8-22=0/383, 8-21=-1285/0
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15fh Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 0-0-12 to 4-7-15, Interior(1) 4-7-15 to 15-0-0, Exterior(2) 15-0-0
to 21-5-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60 1
2) 400.Olb AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otherilive loads.
5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Ceiling dead load (5.0 psf) on member(s). 20-22, 21-22
7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to (room. 12-13
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 11, 776 lb uplift at
joint 1 and 1135 lb uplift at joint 14.
10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. j
Joaquin Velez PE No.68182
M[Tek USA, Inc. FL Cert 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - V dry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/032015 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 not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
prevent
Is always required for stability and to prevent collapse with posslble personal Injury and property damage. For General guidance regarding the
fabricatlorti storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T13113573
1343527-SYNERGY-BAXL-
AO8
Half Hip
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
6-8-2 21-2-8
6x8 =
5.00 FIT
3x6
172
ro
1
0
0
5x6 = 16 15 i4 18
2x4 11 4x6 = 3x6 =
6-8-2 6-3-14 8-2-8
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:35:13 2018 Page 1
I D:q I18wLVNi6YkTT7fiBJBhFyw6EN-2ZK3Yi l l v2xl?vxQMn6Ud63tyVuEMRD??Og41QzpYNC
7x10 = I 4x6 = 4x6 = 2x4 11
13 19 12 11 20 10
3x6 = 3x6 = 3x6 = 8x14 MT20HS =
8-1-10
8-0-0
21
Scale=1:78.4
5x6 =
3x6 11
Plate Offsets X,Y --
3:0-4-0,0-2-2 , 4:0-5-0,0-4-8
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL)
0.25 13-14
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.90
Veri(CT)
-0.43 13-14
>999
180
MT20HS
187/143
BCLL 0.0
Rep Stress incr YES
WB 0.95
HOrz(CT)
0.13 9
nl/a
n/a
BCDL 10.0
Code FBC2017/fP12014
Matrix-SH
Weight: 283lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x6 SP N0.2 `Except` TOP CHORD
1-3: 2x4 SP No.1
BOT CHORD 2x4 SP No.1 `Except` BOT CHORD
1-15,12-15: 2x4 SP No.2 WEBS
WEBS 2x4 SP No.3 `Except'
7-10: 2x8 SP 240OF 2.OE, 5-10: 2x4 SP No.2
REACTIONS. (lb/size) 1=1479/Mechanical, 9= 748/0-6-0, 10=3391/0-4-0
Max Horz 1=307(LC 12)
Max Uplift 1=-453(LC 12), 9= 748(LC 1), 10=-1372(LC 9)
Max Grav 1=1479(LC 1), 9=295(LC 9), 10=3391(LC 1)
i
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3121/2491, 2-3=-2413/1855, 3-4=-2128/1645, 4-5=-909/622, 5-7=-1201/14i9,
7-8=-1201/1459, 8-9=-620/821
BOT CHORD 1-16=-2695/2778, 14-16— 2695/2778, 13-14— 1789/2135, 11-13=-1643/2127,
10-11=-622/909
WEBS 2-16=0/261, 2-14=-699/994, 3-14=-342/518, 7-10— 658/687, 8-1 0=-1 798/1469,
5-10= 2814/2157, 5-11— 591/1029, 4-13— 16/346, 4-11— 1470/1241
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 2-2-3 oc bracing.
1 Row at midpt 8-10, 3-13, 4-11
2 Rows at 1/3 pts 5-10
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) 0-0-12 to 6-0-12, Exterior(2) 6-0-12 to 45-10-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate!grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any ptherlive 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) Bearing at joint(s)10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 453 lb uplift at joint 1, 748 lb uplift at
joint 9 and 1372 lb uplift at joint 10. Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 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, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
�/�
ITe k'
B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
f1 V
fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSWI I Quality Criteria, DSB-89 and BCSi Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
dry
Ply
T13113574
1343527-SYNERGY-BAXL-
AO9
Half Hip
1
1
Job Reference (optional)
Builders FirstSource, Fort HIBCe, FL 3494b
5-8-2 11-0-0
5-8-2 5-3-14
5x6 = 5x8 =
5.00 FIT 3 4
3x6 i
217
m
1
0
5x6 = 16 15 14 13
2x4 11 3x8 = 4x6 = 3x6 =
7-10-1
5-8-2
m iou soup 10 zu r I ivii I eK Inuubulets, nrU. r ttu reu I uw:0u; 19 ew ro rayv i
I g118wLVNi6YkTT7fiBJ8hFyw6EN-WluR12JfgM38c2WdwUdjAKb3_vGm5uw8EgPdHszpYNB
?4-6-6 31-2-11 3" 0 46-0-0
6-8-5 6-8-5 6-9-5 8-0-0
Scale=1:78.2
r61 = 5x6 = 5x6 = 5x6 =
5I 6 7 8
11 10 9
6x6 = 6x12 MT20HS = 3x6 II
LOADING (psf)
SPACING-
2-0-0
CSI.
DEfL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.84
Vert(LL)
0.29 13-15
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.82
VeJ(CT)
-0.42 13-15
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.92
Ho
(CT)
0.09 9
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
46-0-0
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 257lb FT=20%
LUMBER-
BRACING
-
TOP CHORD 2x4 SP No.1 `Except'
TOPICHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins,
3-4,4-6: 2x4 SP No.2
except end verticals.
BOT CHORD 2x4 SP No.1 `Except`
BOT
CHORD
Rigid ceiling directly applied or 2-11-5 oc bracing.
1-14,12-14: 2x4 SP No.2
WEBS
1 Row at midpt 8-10, 7-11, 6-12
WEBS 2x4 SP No.3 *Except*
8-9: 2x6 SP No.2, 7-10: 2x6 SP M 26
7-11,4-15,6-12,5-13: 2x4 SP No.2
REACTIONS. (lb/size) 1=1469/Mechanical, 9=-812/0-6-0, 10=3457/0-4-0
Max Horz 1=265(LC12)
Max Uplift 1=-467(LC 9), 9=-812(LC 1), 10=-1401(LC 9)
Max Grav 1=1469(LC 1), 9=318(LC 9), 10=3457(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3134/2568, 2-3=-2549/2004, 3-4= 2299/1936, 4-5=-2580/2026, 5-6=-1960/1464,
6-7=-496/331, 7-8=-1422/1799, 8-9= 634/887
BOT CHORD 1-16=-2723/2794, 15-16=-2723/2794, 13-15=-2027/2580, 12-13=-1464/1960,
11-12=-369/541, 10-11=-1799/1422
WEBS 2-15= 564/879, 3-15=-367/574, 7-10=-2182/1810, 8-10=-2159/1698, 7-11= 2107/2803,
4-15— 345/183, 6-11=-1474/1283, 4-13=-305/468, 6-12= 1386/1753, 5-13— 690n60,
5-12=-897/879
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) 0-0-12 to 6-0-12, Exterior(2) 6-0-12 to 45-9 4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate: grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other, live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Bearing at joint(s)10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467IIb uplift at joint 1, 812 lb uplift at
Joaquin Velez PE No.68182
joint 9 and 1401 lb uplift at joint 10.
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI17473 rev. 1010312015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly; Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. A,ddifional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. !
Tampa, FL 33610
Job
Truss
Truss Type
ty,
Ply
�
T13113575
1343527-SYNERGY-BAXL-"Al0
HALF HIP
1
2
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
4-8-2 16-2-1(
5x6 =
5.00 FIT
2x4 -- 17
2
m
t
0
7x10 =
5
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:35:15 2018 Page 1
(kTT7fi BJ8hFyw6EN-_ySgzOKH RfB? EC5pTC8yjXBKCJgTgOYI SK9AgJzpYNA
38-3-14 46-0-0
7-4-6 7-8-2
Scale = 1:77.4
7x10 = 5x6 =
16
15
14
13
12 11
10 9
5xB =
3x8 I I
THIS TRUSS
IS DESIG,
ED TO SUPPORT ONLY 2'-0"
OF UNIFORM LOAD AS
SHOWN.
9-0-0
16-2-10
23-7-1
30-11-7
38-3-14
46-0-0
9-0-0
7-2-10
7-4-6
7-4-6
7-4-6
Plate Offsets (X,Y)--[1:0-1-7,0-1-101,[5:0-5-0,0-4-81,[7:0-5-0,0-4-81
!
LOADING (psf)
SPACING-
2-0-0
CSI.
DIE
I
L. in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
Ve
(LL) 0.35 13-14
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.53
Veq(CT)
-0.52 13-14
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.76
HOrz(CT)
0.10 9
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight:611 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x6 SP No.2 'Except' TOP CHORD
1-3: 2x4 SP No.2
BOT CHORD 2x6 SP No.2 BOT CHORD
WEBS 2x4 SP No.3 *Except*
8-9: 2x6 SP No.2
REACTIONS. (lb/size) 1=2057/Mechanical, 9=2057/0-6-0
Max Horz 1=210(LC 12)
Max Uplift 1=-732(LC 9), 9= 847(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-4625/3837, 2-3=-4344/3382, 3-4= 3922/3171, 4-5=5800/4441, 5-6=-6321/ 1716,
6-7=-5563/4101, 7-8=-3498/255318-9= 1972/1513
BOT CHORD 1-16=-3831/4178, 14-16=-4441/5800, 13-14=-4731/6330, 11-13= 4101/5563,
10- 11 =-2605/3559
WEBS 2-16=-243/688, 3-16=-870/1245, 8-10=-2792/3826, 4-16= 2194/1483, 7-10= 1583/1354,
4-14=-99/488, 7-11=-1685/2258, 5-14= 670/377, 6-11= 893/845, 5-13=-237/389,
6-13=-690/850
Structural wood sheathing directly applied or 5-8-10 oc purlins,
except end verticals.
Rigid ceiling directly applied or 7-4-13 oc bracing.
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, 2x6 - 2 rows staggered 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; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf;1 =15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) 0-0-12 to 6-0-12, Exterior(2) 6-0-12 to 45-9-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 platejgrip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are 4x6 MT20 unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where A rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 732 lb uplift at joint 1 and 847 lb uplift
at joint 9.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. !
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T13113576
1343527-SYNERGY-BAXL-
A11
Half Hip Girder
1
3
Job Reference (optional)
Builders FirstSource, Fort Niece, FL 34945 I t3.13u s Sep lb zul / MI I eK Industries, Inc. i nu FeD 1 W:3b:22 2018 Pagel
1D gll8wLVNi6YkTT7fiBJBhFyw6EN-HINTRnPgnp4OaH79OAmbVOxYE77xzahK3wL2ZPzpYN3
0-4r0 5-11-13 11-7-14 17-3-15 23-0-0 28-8-1 34-4-2 40-0-3 , 46-0-0
0 4-0 5-7-13 5-8-1 5-8-1 5-8-1 5-8-1 5-8-1 5-11-13
Scale=1:78.8
NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
5x6 = 2x4 II NAILED 7x10 = NAILED 2x4 II NAILED 7x10 =
NAILED 2x4 11 NAILED7x10 = 2x4 11 NAILED 5x6 =
121 22 23 2 24 25 26 3 27 28 294 30 31 532 33 34 6 35 36 7 37 38 8 39 40 41 9
20 19 18 16 15 1 14 13 12 11 10
42 43 44 45 46 47 48 17 49 50 51 52 53 54 55 56 57 58 59 60
3x8 II NAILED 5x12 = NAILED 3x6 II 6x8 = Sx8 = NAILED 3x6 II NAILED 5x8 = 6x8 = 3x6 II NAILED 5x12 = NAILED 3x8 II
NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
NAILED NAILED NAILED NAILED NAILED NAILED NAILED
5-8-1 15-8-1 5-8-1 5-8-1
LOADING (psf)
SPACING-
2-0-0
CSi.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert(LL)
0.55
15
>988
240
MT20 244/190
TCDL 15.0
Lumber DO
1.25
BC 0.29
Verl(CT)
-0.84
15
>650
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.61
Horz(CT)
0.09
10
n/a
n/a
BCDL 10.0
Code FBC2017[TP12014
Matrix-SH
Weight: 1061 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP (CHORD
BOT CHORD 2x8 SP 240OF 2.0E
WEBS 2x4 SP No.2 `Except` BOT CHORD
9-10,1-20: 2x6 SP No.2
8-11,2-19,7-12,3-18,6-14,4-16,5-15: 2x4 SP No.3
REACTIONS. (lb/size) 10=4275/0-6-0, 20=4382/Mechanical
Max Uplift 10=-1929(LC 4), 20=-1974(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2= 7508/3384, 2-3=-7508/3384, 3-4=-15879/7161, 4-5=-15879/7161, 5-6=-15885/7165,
6-7=-15885/7165, 7-8— 7507/3383, 8-9= 7507/3383, 9-10— 3990/1897, 1-20= 4066/1955
BOT CHORD 18-19=-5873/12999, 16-18=-5873/12999, 15-16=-7787/17246, 14-15=-7787/17246,
12-14— 5874/13008, 11-12— 5874/13008
WEBS 9-11= 3638/8098, 1-19=-3640/8100, 8-11=-754/609, 2-19— 758/612, 7-11=-6153l`2787,
3-19=-6142/2784, 7-12=0/606, 3-18=0/600, 7-14=-1444/3219, 3-16=-1440/3221,
6-14=-707/568, 4-16= 703/565, 5-14=-1521/696, 5-16= 1529/701, 5-15=0/635
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) 3-ply truss to be connected together with I Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding. 1
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1929 ib uplift at joint 10 and 1974 lb
uplift at joint 20.
9) "NAILED" indicates 3-10d (0.148"xX) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrfEK REFERANCE PAGE Mll--7473 rev. 10/032015 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, not
�'
a truss system. Before use, the building designer must verity the applicability of design parameters and properiy'lncorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addfllonal temporary and permanent bracing
MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlom storage, delivery, erecaon and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandita. VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type ' I
Qty
Ply
T13113576
1343527-SYNERGY-BAXL-
A11
Half Hip Girder
1
3
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 1 8.130 s Sep 15 2017 MITek Industries, Inc. Thu Feb 1 09:35:22 2018 Page 2
LOAD CASES) Standard
Uniform Loads (plf)
Vert: 1-9=-70, 10-20= 20
Concentrated Loads (lb)
Vert: 17=-61(B) 7— 136(B) 12=-61(B) 14=-61(B) 6=-136(B) 13= 61(B) 21= 158(B) 22=-136(B) 23=-136(B) 24=-136(B) 25=-136(B) 26=-136(B) 27=-136(B)
28= 136(B)29= 136(B)30=-136(B) 31 =-1 36(B) 32=-1 36(B) 33= 136(B)34= 136(B) �5= 136(B)36=-136(B) 37= 136(B)38=-136(B)39= 136(B)40_ 136(B)
41=-136(B) 42=-67(B) 43=-61 (B) 44=-61 (B) 45=-61(B) 46=-61(B) 47=-61(B) 48=-61(B) 49=-61(B) 50= 61(B) 51=-61(B) 52=-61(B) 53=-61(B) 54=-61(B) 55=-61(B)
56=-61(B) 57=-61(B) 58=-61(B) 59=-61(B) 60=-61(B)
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103MIS BEFORE USE
Design valid for use only with MITek8 connectors. This design is based only upon parameters shown, and is for an Individual building component, not
�°
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiYek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Nampa, FL 33610
Job
Truss
Truss Type
ty
Ply
'
T13113577
1343527-SYNERGY-BAXL-
BO1
Half Hip
1
1
Job Reference (optional)
Builders Hfst50urce, tort Piece, FL'34945 i 8.13U s Sep 16 2017 MITeK Industries, Inc. Thu Feb 1 09:35:24 20i8 rage 1
I D:gll8wLVNi6YkTT7fiBJ8hFyw6EN-DgVDrTRxJQKkpbHYVbp3aROgjxk8RQgcXEqgoHzpYN1
1-0- 5-10-2 11-4-0 15-6-8 22-3-12 28-11-4 35-6-12 42-4-0
0- 5-10-2 5-5-14 4-2-8 6-9-4 6-7-8 6-7-8 6-9-4
Scale = 1:73.2
5.00 12 5x8 2x4 11 3x8 = 3x6 = 2x4 I I 4x6 =
6 7I 8 9 10 11
4x6
3x6 r- 5
3x4 4
3
20
o I
5x6 = 19 18 17 16 21 15 22 14 23 13 24 12
2x4 11 6X8 = 3x6 = 3x8 = 5x81= 5x6 = 5x8 = 3x6 11
8
5-10-2 , 11-4-0 15-6-8 22-3-12
28-17-4 35-6-12 42-4-0
5-10-2 5-5-14 4-2-8 6-9-4
6-7-8 6_ _86-9-4
Plate Offsets (X,Y)--[6:0-5-12,0-2-81,[14:0-3-0,0-3-01,[16:0-3-8,0-1-81,[18:0-3-8,0-3-01
LOADING (psf)
SPACING- 2-0-0
CS].
DE
L. In (loc) Well Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.63
Ve
(LL) 0.09 14-15 >999 240
MT20 244/190
TCDL 15.0
Lumber DO 1.25
BC 0.56
Veq(CT)
-0.18 14-15 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.89
Horz(CT)
0.03 12 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 258lb FT=20%
LUMBER- I
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 f
1
REACTIONS. (lb/size) 12=1288/Mechanical, 2=316/0-8-0, 18=2260/0-8-0
Max Horz 2=383(LC 12)
Max Uplift 12= 545(LC 8), 2= 100(LC 12), 18=-831(LC 9)
Max Grav 12=1327(LC 2), 2=316(LC 1), 18=2260(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-259/117, 3-5= 707/715, 5-6— 511/308, 6-7=-1246/922, 7-8=-1246/922,
8-10= 1049/754, 10-11=-10497754, 11-12= 1228/951
BOT CHORD 2-19=-355/120, 18-19=-355/120, 16-18=-596/398, 15-16=-330/402, 14-15=-
13-14=-1039/1470
WEBS 3-18=-676/833, 5-18=-1875/1549, 5-16=-1077/1514, 6-16=-1013/860, 11-1:
6-15=-839/1194, 10-13= 509/537, 7-15=-508/534, 8-13=-596/403, 8-15=-31
8-14=0/313
CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins,
except end verticals.
CHORD Rigid ceiling directly applied or 5-9-5 oc bracing.
S 1 Row at midpt 11-12, 11-13, 6-15, 8-13, 8-15
470,
1 /1461,
NOTES-
1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1bit; Cat. it; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 42-2-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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 = I 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 54511b uplift at joint 12, 100 lb uplift at
joint 2 and 831 lb uplift at joint 18.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properlyiincorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Atexandda, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
ly
Ply
T13113578
1343527-SYNERGY-BAXL-
BO2
Half Hip
1
1
Job Reference (optional)
uuuaers 1-Irstbource, hon mece, t-L 34y4b
-.1-0-0 5-10-2 11-4-0
U.IOU s Oep 10 gal I NII I eK Inaustrles, Inc, i nu reD I ue:Jb:zb zul a rage I
7-0-10 7-2-6
Scale=1:73.2
• 5x6 = 3x4 =
5x6 =
3x4 = 4x6 =
4x6 5 6
7
8 9
4
5.00 F12 5x6
3
18
Z[
W1 2
o ;
5x6 = 19 17 16 15 20 14
2113 12 22
11 23 10
2x4 11 6x8 = 6x8 = 3x4 =
3x6 = 3x4 =
3x6 = 3x6 11
5-10-2 11-4-0 13-1%o 21-0-6
28-1-0 35-1-10
42-4-0
5-10-2 5-5-14 2-6-0 7-2-6
1 7-0-10 7%-10
7-2-6
Plate Offsets (X Y)-- [3:0-3-0 0-3-4] [5:0-3-0 0-2-4][7:0-3-0,0-3-4],[16:0-3-8,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL.
I
in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Ver>(LL)
0.10 12 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.60
Vert(CT)
-0.20 12-14 >999 160
BCLL 0.0
Rep Stress Incr YES
WB 0.94
Horz(CT)
0.04 10 n/a n/a
BCDL 10.0
Code FBC2017/fP12014
Matrix-SH
Weight: 250lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins,
BOT CHORD 2x4 SP No.2 I except end verticals.
WEBS 2x4 SP No.3 BOT Rigid ceiling directly applied or 5-9-15 oc bracing.
WEB'
WEBS 1 Row at midpt 9-10,
6-15, 7-14, 9-11
REACTIONS. (lb/slze) 10=1260/Mechanical, 2=238/0-8-0, 16=2366/0-8-0
Max Herz 2=343(LC 12)
Max Uplift 10=-515(LC 8), 2=-187(LC 8), 16=-1173(LC 9)
Max Grav 10=1294(LC 2), 2=238(LC 1), 16=2366(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-148/299, 3-4= 978/908, 6-7=1182/742, 7-8=-1550/1025, 8-9=-1202/816,
9-10=-1196/892
BOT CHORD 2-17= 472/0, 16-17=-460/0, 15-16=-777/719, 14-15= 742/1182, 12-14=-1031/15
I2,
11-12— 816/1202
WEBS 3-17=-387/248, 3-16=-690/1310, 4-16=-1983/1615, 4-15=-1188/1601, 5-15=-313/412,
6-15=-1557/1160, 6-14=-184/545, 7-14=-488/388, 8-12= 273/454, 8-11=-836/755,
9-11=-1047/1543
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 42-214 zone; cantilever left and right
exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending. 1
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 515 Ib uplift at joint 10, 187 lb uplift at
joint 2 and 1173 Ito uplift at joint 16.
i
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411--7473 rev. 10/03/2015 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, not
a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MoTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type .
ty
Ply
T13113579
1343527-SYNERGY-BAXL-
BO3
Half Hip
1
1
Job Reference (optional)
Gullaers I-IrSt6ource, ran F'lece, 1-L J4U45
6-1-2 5-8-14 3-0-0 5-2-0
a. lJu s oep to eu if rvu i ere inuusuies, mu. i nu reu i ua:au:eo eu ro rage i
I D:q I18wLVNi6YkTT7fi BJ8hFyw6EN-A3d_G9SBr2aR3u Rwd?rXfs54fkNCvlwv_XJGiAzpYN?
28-2-0 35-3-0 1 42-4-0 ,
Scale = 1:74.4
5x8 =
3x4 =
I
46 = 2x4 11
3x6 =
4x6 =
5.00 F12
4
5
6 7
8
9
3x4 i
3
20
Z
2x4 =
1 2
4
2x4 I I
14
13 _
6x8E
o
v
5x6 =
21 18
17 15
16
6x8
12
it
10
2x4 11
6x8 =
2x4 11
2x4 11
5x8 =
3x6 II
6-1-2 11-0-0
1 -1 014-10-0 20-0-0
28-2-0
35-3-0
42-4-0
6-1-2 4-10-14
0-10-0 3-0-0
5.2-0
18-2-0
7-1-0
7-1-0
Plate Offsets (X,Y)-- [4:0-5-0,0-2-41, [6:0-3-0,Edge), [13:0-2-4,0-2-121, [14:0-3-12,0-3-41, [17:0-3,8,0-3-01
LOADING (psf)
SPACING-
2-0-0
CSI.
I
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.99
Vert(LL)
0.22 13-14
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.72
Vert(CT)
-0.41 13-14
>897
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.98
HOri(CT)
-0.01 17
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight:241 lb
FT=20%
LUMBER- BRA
TOP CHORD 2x4 SP No.2 *Except* TOP
4-6: 2x4 SP No.1 BOT
BOT CHORD 2x4 SP No.2 `Except` WEE
14-15,13-14: 2x4 SP No.1, 7-12: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=1347/Mechanical, 2=469/0-8-0, 17=2117/0-8-0
Max Harz 2=297(LC 12)
Max Uplift 10=-557(LC 8), 2— 323(LC 8), 17= 986(LC 9)
Max Grav 10=1349(LC 24), 2=469(LC 1), 17=2117(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-423/670, 3-4=-333/344, 4-5=-2227/1528, 5-7= 2760/1945, 7-8=-2719/1917
8-9= 1491/1043, 9-10=-1286/971
BOT CHORD 2-18=-981/313, 17-18= 981/313, 13-14=-1528/2227, 7-13= 510/537
WEBS 3-18=-436/194, 5-14— 873/849, 5-13=-457/592, 11-13=-988/1418, 8-13=-994/13
S-11= 1193/1028, 9-11=-1270/1818, 3-17= 632/1331, 15-17=-1704/1326,
4-15=-1627/1351, 4-14=-1785/2569
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied or 5-0-3 oc bracing.
1 Row at midpt 8-13, 9-11, 4-17, 4-14
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=4.2psf; BCDL=5.Opsf; h'=15ft Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 42-2-4 zone; cantilever left and right
exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding. 1
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 557 lb uplift at joint 10, 323 lb uplift at
joint 2 and 986 lb uplift at joint 17.
i
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 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, not
��
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI I Quality Criteria, DS9-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T13113580
1343527-SYNERGY-BAXL—
BO4
Half Hip
1
1
Job Reference (optional)
Builders Firsraource, Fort Piece, FL 34945 i 8.i30 s Sep 1 b 20i r MI I ex mausiries, inc. Thu Feb 1 09:35:28 20i 8 rage 1
ID:qIl8wLVNi6YkTT7fiBJ8hFyw6EN-6SkkhgURNfg9lCbJkQt?kHBRbY1 DNEWCSroMm2zpYMz
1-0-Q 5-1-2 9-1040 11-4-0, 14-10-0 19-9-14 28-2-0 35-3-0 42-4-0
i-0-d 5-1-2 4-8-14 1.6-0 3-6-0 4-11-14 8-4-2 7-1-0 7-1-0
Scale =1:74.4
r
5x6 = 5x8 = 3x6 = 2x4 11 5x8 = 4x12 = 3x4 II
5.00 12 4 5 6 7 8 9 10
2x4 II
3
1 2 16 14 0
la
2x4 11 15 7x10 = 1
0
Sx12 =
5x6 = 19 18 17 13 12 11
3x4 = 6x8 = 2x4 11 2x4 11 5x6 = 6x8 =
2x4 =
5-1-2 11-4-0 14-10-0 19-9-14 28-2.0 35-3-0 42-4-0
5-1-2 6-2-14 ' 3-6-0 1 4-11-14 8-4-2 7-1-0 7-1-0
Plate Offsets (X,Y)--[4:0-3-0,0-2-41,[5:0-3-8,0-2-81,[8:0-4-0,0-3-01,[14:0-6-4,0-5-01,[15:0-6-0,0-3-01,[18:0-3-8,0-3-0]
1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ve�t(LL) 0.36 14-15 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.64 14-15 >578 180
BCLL 0.0 Rep Stress Incr YES WB 0.84 Ho2(CT) 0.04 11 n/a n/a
BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 239lb FT=20%
LUMBER- BR CING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-8-9 oc bracing.
14-15,15-16: 2x4 SP No.1, 8-13: 2x4 SP No.3 WEBS 1 Row at midpt 4-19, 5-18, 5-15, 8-15, 12-14, 9-14, 9-11
WEBS 2x4 SP No.3 "Except'
5-18,5-15,8-15,9-12: 2x4 SP No.2
REACTIONS. (lb/size) 11=1341/Mechanical, 2=454/0-8-0, 18=2139/0-8-0
Max Horz 2=250(LC 12)
Max Uplift 11= 553(LC 8), 2=-327(LC 8), 18=-1013(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-456/872, 3-4— 456/1138, 5-7=-2737/1868, 7-8— 2737/1868, 8-9= 3636/2558
BOT CHORD 2-19=-1115/353, 15-16=-354/280, 14-15— 2633/3735, 8-14=-180/287, 11-12=-1?r38/1771
WEBS 3-19= 353/608, 4-19=-1510/687, 4-18_ 259/555, 16-18— 1749/1332, 5-16=-1681/1362,
5-15= 2269/3270, 7-15— 591/628, 8-15=-1056/811, 12-14=-1172/1681, 9-14=-1421/2007,
9-12=-207/339, 9-11=-2040/1424 1
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
GCpl=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 5-1-2, Exterior(2) 5-1-2 to 42-2-4! zone; cantilever left and right
exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding. 1
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where.a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 553 lb uplift at joint 11, 327 lb uplift at
joint 2 and 1013 lb uplift at joint 18.
I
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERAMCE PAGE M11-7473 rev. 10/032015 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, not
a truss system. Before use, the building designer must verily the applicability of design parameters and properly, Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss syStems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
I
Job
Truss
Truss Type
diy
Ply
T13113581
1343527-SYNERGY-BAXL-
BO5
Half Hip
1
1
Job Reference (optional)
Builders Firstaource, Fort Piece, FL 34945 0.13u 5 aep 10 zui r iwi r eK mau5111es, Inc. i nu rev 1 0a:30:29 za 18 rage r
I D:gll8wLVNi6YkTT7fi BJ8hFyw6EN-ael6vAV38zyOwMAV18dEH UjeDyO86gnLgVYwlVzpYMy
1-0- 5-7-4 7-10-0 11-4-0 17-0-9 22-8-3 28-2-0 35-3-0 42-4-0
0- 5-7-4 2-2-12 3-6-0 5 8-9 5-7-9 5-5-13 7-1-0 7-1-0
Scale = 1:74.4
5.00 12
5x8 =
5xB =
2x4 11
5.6
—
4.6 =
7x10 =
4x6 =
2x4 4
5
6
7
8
9
10
322
1
2
18
1 2x4 11
14
I
16
15
Sx12 =
3x4
=8x14
MT20116 -
5x6 =
23 21
20
19
13
12
11
3x4 =
3x8 =
2x4 II
3x4 11
5x8 =
3x6 11
6x8 =
7-10-0
11-4-0
14-10-0
17-0-9 , 22-8-3
35-3-0
42-4-0
7-10-0 3-6-0
3-6-0
2-2-9 5-7-9
12.6-13
7-1-0
Plate Offsets (X,Y)--
[4:0-5-12,0-2-81, [7:0-3-0,0-3-01, [12:0-1-12,0-2-Oj, [14:0-9-12,0-4-41, [16:0-5-4,0-3-01,
[18:0-3-4,0-1-81
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
In (loc) I/deft
Ud
PLATES
GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.77
Vert(LL)
0.48 14-15 >773
240
MT20
244/190
TCDL
15.0
Lumber DOL
1.25
BC 0.83
Vert(CT)
-0.77 14-15 >482
180
MT20HS
187/143
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.91
Hori(CT)
0.07 11 n/a
n/a
BCDL
10.0
Code FBC20171TP12014
Matrix-SH
Weight: 234lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins,
7-9. 2x4 SP No.1 I except end verticals.
BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 3-6-7 oc bracing.
8-13: 2x4 SP No.3, 14-16: 2x4 SP No.1 WEBS 1 Row at midpt 12-14, 9-14, 10-12, 5-16, 7-16
WEBS 2x4 SP No.3 *Except*
5-20: 2x6 SP M 26, 8-15,5-16,7-16: 2x4 SP No.2
REACTIONS. (lb/size) 11=1230/Mechanical, 2=153/0-8-0, 20=2481/0-8-0
Max Harz 2=204(LC 12)
Max Uplift 11=-508(LC 8), 2=-216(LC 8), 20= 1233(LC 9)
FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-104/485, 3-4= 146/687, 4-5=-972/1309, 5-6= 1276/842, 6-7= 1271/836,
7-8=-3372/2332, 8-9=-4308/3043, 9-10= 1968/1374, 10-11=-1165/887
BOT CHORD 2-21=-400/9, 20-21=-618/117, 17-18=-2141/1590, 16-17=-2141/1590, 15-16=-23 I2/3372,
14-15=-3105/4420
WEBS 4-21=-865/388, 4-20=-967/1289, 18-20— 1676/1307I 5-18=-1673/1317, 12-14=-1328/1865,
9-14=-1689/2379, 9-12=-1201/1037, 10-12= 1494/2144, 3-21=-384/683, 8-15= 1115/825,
5-16=-2577/3638, 7-15= 145/437, 6-16= 375/404, 7-16=-2243/1601
NOTES-
1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 42-2-4 zone; cantilever left and right
exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a, rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 11, 216 lb uplift at
joint 2 and 1233 lb uplift at joint 20.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITekO connectors. This design is based only upon parameters shown. and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Iricorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSBL 89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type • i
ty
Ply
T13113582
1343527-SYNERGY-BAXL-
BO6
Half Hip Girder
1
2
Job Reference (optional)
Builders t-irstsource, Fort Piece, FL'34945 D.13U 5 Oep ID eU I I IVII I UK HIUUSIllUb, Inc. I Hu reu I UU:0D.— — ID rays I
I D:ql l8wLV Ni6YkTT7fi BJ8h Fyw6EN-xc6?yuYCyVaJO72T5h_P_YQX9zBun4R5gnFh_izpYMt
1-0-Q 5-10-0 11-4-0 14-10-0 19-3-5 23-8-11 28-2-0 31-4-0 36.10-1 42-4-0
0- 5-10-0 5-6-0 3-6-0 4-5-5 4-5-5 4-5-5 3-2-0 5-6-1 5-5-15
Scale=1:74.4
NAILED
NAILED NAILED NAILED NAILED NAILED NAI
ED NAILED NAILED NAILED NAILED NAILED
NAILED NAILED
5.00 FIT 5x8 =
5x8 = 2x4 II 5x8 =
4x6 = 2x4 11 5x6 =
3x4 = 4x6 =
NAILED NAILED NAILED
NAILED
NAILED
3 23 24 4 25 526 27 6 28 297
30 31 8 32 9 33
34 i0 35 36 37 11
nlii
2 19
�f1 18
16
I
45 46
O
�p
41 42 43
NAILED 2x4 II
3x6 = 22 38 39 21 40 20 5x8 =
NAILED NAILED NAILED
g417
Ix6 = 6x8 = 15 47 14 48
NAILED
49 13 50 51 52 12
5x12 = 2x4 11 NAILED
2x4 11 NAILED
2x4 11 4x12 NAILED 3x4 = NAILED 2x4 II
NAILED
NAILED NAILED NAILED NAILED
NAILED NAILED
NAILED
5-10-0 11-4-0 14-70.0 19-3-5 23-8-11
28-2-0 31-4-0 , 36-1.1 42-4-0
5-10-0 5-6.0 3-6-0 4-5-5 4-5-5
4-5.5 3-2-0 5.6-1
5-5-15
Plate Offsets (X Y)-- [3:0-5-12 0-2-81 [6:0-4-0 0-3-0] [9:0-2-4 0-3-0] [16:0-2-8 0-3-0] [19:0-2-8 0-2-0],[21:0-6-0,0-2-12]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL) 0.10 17-18 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.41
Vert(CT) -0.15 17-18 >999 180
BCLL 0.0
Rep Stress )nor NO
WB 0.37
Hori(CT) 0.04 12 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
Weight: 449lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 'Except' I except end verticals.
5-20,8-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
4-21,9-14: 2x8 SP 240OF 2.0E
REACTIONS. All bearings 0-8-0 except Qt=length) 12=Mechanical, 14=0-4-0.
(lb) - Max Horz 2=157(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) except 12=-203(LC 5), 2=-397(LC 4), z1= 1877(LC 5),
14= 1484(LC 4)
Max Grav All reactions 250 lb or less at joint(s) except 12=357(LC 1), 2=311(LC 1), 21=3125(LC 1), 14=3033(LC
1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-62/437, 3-4=-1006/2092, 4-5=-448/818, 5-6=-383/676, 6-7= 1906/879,
7-8=-366/799, 8-9— 437/942, 9-10— 962/2020, 11-12= 266/240
BOT CHORD 2-22=-416/17, 21-22=-442/37, 5-19=-292/200, 18-19=-867/1935, 17-18=-868/1939,
16-17= 879/1906, 8-16=-284/202 1
WEBS 3-22=-448/594, 3-21=-2318/1600, 4-21=-1154/762, 19-21= 2165/1029, 4-19=-596/1362,
6-19=-2709/1296, 6-18=-127/465, 7-17— 130/478, 7-16=-2807/1291, 14-16— 1977/922,
9-16=-490/1055, 9-14=-1053/699, 10-14=-2273/1132, 10-13=0/464
NOTES-
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered 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) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber D,OL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
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 al rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
Joaquin Velez PE No.68182
7) Refer to girder(s) for truss to tniss connections.
8) Provide truss to bearing capable of withstanding 203 Ib uplift at 12, 397 lb uplift at
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
mechanical connection (by others) of plate joint
joint 2, 1877 lb uplift at joint 21 and 1484 lb uplift at joint 14.
Date:
9) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
February 1 .2018
I u) Hanger(s) or oiner connection aevice(s) snag De proviaeo SUiTIcieni to support conceniraieci IOaa(S) JUb ID gown ana JbJ iD up at
CiI
tlki l pl design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erecflon and bracing of trusses and truss systems, seeANSi/TPI I Quallty, Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113582
1343527-SYNERGY-BAXL-
B06
Half Hip Girder i
1
2
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 Mrl eK Industries, Inc. I nu I-eb 1 09:35:34 2018 Page 2
I D:q ll8wLVNi6YkTT7fiBJ8hFyw6EN-xc6?yuYCyVaJ072T5h_P_YQX9zBun4R5gnFh_izpYMt
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3= 70, 3-11=-70, 2-20=-20, 16-19=-20, 12-15= 20
Concentrated Loads (lb)
Vert: 3=-30(F) 22=-306(F) 4=-108(F) 6=-8(F) 18=-148(F) 9= 108(F) 14=-34(F) 23=-108(F)'24=-108(F) 25— 108(F) 26=-8(F) 27= 8(F) 28=-8(F) 29= B(F) 30=-B(F)
31=-8(F) 32=-108(F) 33=-108(F) 34=-108(F) 35=-108(F) 36_ 108(F) 37=-108(F) 38=-P4(F) 39=-34(F) 40= 34(F) 41=-148(F) 42=-148(F) 43=-148(F) 44=-148(F)
45— 148(F) 46=-148(F) 47=-34(F) 48= 34(F) 49=-34(F) 50=-34(F) 51=-34(F) 52=-34(F)
® WARMING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE
'
Design valld for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse wiilh possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply .
T13113583
1343527-SYNERGY-BAXL-"COI
Half Hip Girder
1
2
Job Reference (optional)
i3uncierS hirstbource, ton Niece, t-L 3494b
5-11-8
5x6 =
8.13U 8 bep lb 2U1 / MI I ex inausmes, Inc. I nu Tel) 1 U9:3bW 2U16 rage 1
D:q IIBwLV Ni6YkTT7fi BJ8hFyw6EN-LBn8avb5FQzutbn2mpY6cA24HA31_HUXW I U Lal zpYMq
5.00 F12
5x6
5
5x6 i
4
5x6
3 5x12 =
19 20 18 21 22 23 17 24
2x4 11 LUS26 7x10 = 7x10 =
HHUS26-2 LUS26 LUS26 LUS26 LUS;
5x6 = 2x4 I I
8x14 MT20HS =
6 7 8
4I1L28
12
I011"13x8 11
25 16 26 15 LUS26
LUS26 2x4 II
2x4 II
2x4 II
LUS26
21-3-0
5x8 =
9
v�
N
29 11 30 31 O
0
Sx8 = 3x6 11 m
LUS26 LUS26 LUS26
LOADING (psf)
SPACING-
2-0-0
CSL
DEFL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Vert
(LL)
0.15 18-19
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.97
Vert(CT)
-0.23 18-19
>999
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.96
Hoi(CT)
-0.01 10
rl/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
6-9: 2x6 SP No.2
BOT CHORD
2x6 SP N0.2 *Except*
2-18: 2x6 SP M 26, 6-16: 2x4 SP No.3
WEBS
2x4 SP No.3 *Except*
9-10,7-12: 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 10=-1021/0-8-0, 2=3413/0-8-0, 12=9019/0-8-0
Max Harz 2=464(LC 8)
Max Uplift 10= 1021(LC 1), 2=-1421(LC 8), 12=-3738(LC 8)
Max Grav 10=739(LC 8), 2=3413(LC 1), 12=9019(LC 1)
TOP CHORD
SOT
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-7527/3095, 3-4=-6141/2512, 4-5=-2970/1187, 5-6=-474/1120, 6-7=402/10
7-8=-644/1266, 8-9= 644/1266, 9-10=-756/1477
BOT CHORD 2-19= 3181/6773, 18-19=-3166/6736, 17-18=-2562/5612, 14-16=-1651468,
13-14=-2756/1181, 12-13=-2756/1181, 11-12=-2756/1181
WEBS 3-19= 436/1064, 3-18=-1310/703, 4-18-1628/3835, 4-17=-4111/1856, 5-17=-1 E
7-11= 1014/2670, 9-11= 2081/1034, 7-12= 7657/3218, 14-17=-1471/3179,
5-14=-4642/2052, 7-14=-2286/5053
Scale=1:66.4
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 493 lb FT = 20%
Structural wood sheathing directly applied or 4-2-13 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Brace at Jt(s): 14
NOTES-
1) 2-ply truss to be connected together with I Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. i
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered 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 otherwiselindicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
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. 1
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1021:I15 uplift at joint 10, 1421 lb uplift at
joint 2 and 3738 lb uplift at joint 12.
10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward
movement at the bearing 10. Building designer must provide for uplift reactions indicated.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
© wARN/NG - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev- 10/032015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for anllndividual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS9-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee. Street, Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T13113583
1343527-SYNERGY-BAXL-
C01
Half Hip Girder
1
2
Job Reference (optional)
Builders FlfstSource, Fort Niece, FL 3484b
NOTES-
11).Use Simpson Strong -Tie HHUS26-2 (14-10d Girder, 4-1od Truss) or equivalent at 5-11-8 fr
12) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or
bottom chord.
13) Use Simpson Strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent spaced
truss(es) to back face of bottom chord.
14) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivaler
connect truss(es) to back face of bottom chord.
15) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=-70, 6-9— 70, 2-16= 20, 15-16=-20, 10-13=-20
Concentrated Loads (lb)
Vert: 19=-337(B) 20=-1210(B) 21=-1321(B) 22= 1329(B) 23=-1240(B) 24=-1268(B)
a.iou 5 aep In zu] I iVll ILK wou'5mes, mu. I iiu reu r ue:oo:oi ev i o raye G
YkTT7fiBJ8hFyw6EN-LBnBavb5FQzutbn2mpY6cA24HA31_HUXW IULa1 zpYMq
the left end to connect truss(es) to back face of bottom chord.
ivalent at 7-10-12 from the left end to connect truss(es) to back face of
2-0-0 oc max. starting at 9-10-12 from the left end to 15-7-4 to connect
at 2-0-0 oc max. starting at 17-7-12 from the left end to 27-7-12 to
26=-352(B)28= 352(B) 29=352(B) 30=-352(B) 31=-352(B)
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 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, not
�
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing
Mi%k*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPI I Quality Cdterla, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312 Alexancirta. VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T13113584
1343527-SYNERGY-BAXL—"CO2
Half Hip
1
1
Job Reference (optional)
tRillaers MrstJource,
rOri viece, rL "J4a4b
o. 'Ju `5oep 10 eu i r rvu r er,
uruubmeb, mu. i nu reu i ua:ou.00 cv to rays i
D:q
liBwLV Ni6YkTT7fiBJ8hFyw6 EN-pNLW nFbjOk5kVkMEKX3 L8ObAuaR7j k1 gIPDu7TzpYMp
r1-0-0
6-2-3
12-0-2
17.10-0
20-0-0 20-11-p
28-7-0
1-0-0
6-2-3
5-9-14
5-9-14
2-2-0 11-
7-8-0
Scale=1:52.7
3x4 =
5x8 = 2x4 11
3x8 =
5 6 7
8
5.00 F12
3x4
4
0
5x6
v
0
3
16
it, :
. 9
13x4
10 19
II
3x6 =
O
0
6x8 =
d)
2
?{
13 12
ui1
o ,
' 15 17 14 18
5x6 =
3x4 =
3x4 =
3x4 = 3x4 =
9-1-2
17-10-0
20.0-0 $0-11-p
28-7-0
9-1-2
8-8-14
2.2-0 11-
7-8-0
Plate Offsets X,Y --
3:0-3-0,0-3-4 , 5:0-5-12,0-2-8 , 10:0-3-8,0-3-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Ve
(LL)
0.19 9-10 >475 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.84
Vert(CT)
-0.29 2-15 >864 180
BCLL 0.0 '
Rep Stress Incr YES
W B 0.97
Hort
(CT)
-0.01 10 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 183lb FT=20%
LUMBER-
BRA
ICING -
TOP CHORD
2x4 SP No.2
TOPICHORD
BOT CHORD
2x4 SP No.2 'Except'
6-12: 2x4 SP No.3
BOT
(CHORD
WEBS
2x4SPNo.3'Except*
WEBS
8-9: 2x6 SP No.2
REACTIONS. (lb/size) 9=198/0-8-0, 2=978/0-8-0, 10=1443/0-8-0
Max Horz 2=436(LC 12)
Max Uplift 9— 238(LC 8), 2=-332(LC 12), 10=-676(LC 9)
Max Grav 9=244(LC 24), 2=978(LC 1), 10=1443(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1571/1078, 3-4=-1249/835, 4-5=-321/122
BOT CHORD 2-15=-1564/1355; 13-15= 873/825, 11-12= 800/837, 6-11=-394/361
WEBS 3-15=-372/652, 4-15=-426/572, 4-13=-807/887, 5-13=-476/689, 7-11=-260/463,
7-10= 1096/889, 5-12— 895/789
Structural wood sheathing directly applied or 4-0-10 oc purlins,
except end verticals.
Rigid ceiling directly applied or 4-3-12 oc bracing.
1 Row at midpt 8-10, 5-12
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=4.2psf; BCDL=5.Opsf-, h=15ft; Cat. li; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 28-4j4 zone; cantilever left and right
exposed; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238'Ib uplift at joint 9, 332 lb uplift at
joint 2 and 676 lb uplift at joint 10. 1
it
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
February 1,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED Mm5K REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for art Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T13113585
1343527-SYNERGY-BAXL-
CO3
Half Hip
1
1
Job Reference (optional)
builders I-irsuiource, Fort Piece, FL 34945 6.13U s Sep 15 2Uri MI l eK Industries, Inc. i nu Feb 1 Uy:35:39 201 B Hage 1
ID:qll8wLVNi6YkTT7fiBJ8hFyw6EN-HZvu?bcLnl Db6uxQtEaahb8JE_p6SDgq_3zSfwzpYMo
1-0-0 8-1-2 15-10-0 20-0-0 0-11- 28-7-0
1-0-0 8-1-2 7-8-14 4-2-0 -11- 7-8-0
Scale = 1:61.6
4x
= 3x4 = 3x8 =
3x4 11
.
5.00 F12
i
4 5 6
7
6x12 MT20HS -5-
6
3
4
14
10 ,
e
9 15
3x8 —
3x6 =
0
2
3x6 II
12 11
�t
5x6 = 13
5x6 =
3x8 = 2x4 11
8-1-2 15-10-0
I 20-0-0 0-11-
28-7-0
8-1-2 7-8-14
4-2-0 11-
7-8-0
Plate Offsets X,Y -- 13:0-3-0,0-3-4
LOADING (psf)
SPACING- 2-0-0
CS1.
I
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL) 0.09 8-9 >943 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.72
Vert�CT) -0.23 2-13 >999 180
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.88
Horz(CT) -0.01 9 n/a n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Weight: 166lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
4-7: 2x4 SP No.2 Iexcept end verticals.
BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 3-5-8 oc bracing.
5-11: 2x4 SP No.3 WEBS 1 Row at midpt 3-12
WEBS 2x4 SP No.3 *Except*
7-8: 2x6 SP No.2
REACTIONS. (lb/size) 8=200/0-8-0, 2=978/0-8-0, 9=144110-8-0
Max Harz 2=389(LC 12)
Max Uplift 8=-231(LC 8), 2=-343(LC 12), 9=-695(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1535/1006, 3-4=-584/317, 4-5=-425/391
BOT CHORD 2-13= 1385/1308, 12-13= 1386/1304, 5-10=-529/465
WEBS 3-13=0/352, 3-12=-961/1086, 4-12=-213/333, 5-12=-775/849, 6-10=-238/465,
6-9— 1176/909
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 28-4-4 zone; cantilever left and right
exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where airectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 lb uplift at joint 8, 343 lb uplift at
joint 2 and 695 lb uplift at joint 9.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473'rev. 10/03/2015 BEFORE USE.
Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not
wt
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
pq
IYO oTe W
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSE-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T13113586
1343527-SYNERGY-BAXL-
CO4
Roof Special
1
1
Job Reference (optional)
eunaers Firstbource, Fort Piece, FL 34945 i a. Mu s Sep 15 20 i r rvi„ en rr,uuau,eo, irw. r "Li reu i tru. :� r cv IS rage
ID•g118wLVNi6YkTT7fiBJ8hFyw6EN-Eyl fQHebJfrJMC4p?fc2mODhBnXsw6W7RNSYjozpYMm
1-0-Q 7-1-2 13-10-0 i9-9-10 22-3-0 24-8-6 25-11-1p 31-4-0
1-0-0 7-1-2 6-8-14 5-11-10 2-5-6 2-5-6 1-3-4 5-4-6
r I Scale=1:59.1
5.00 12 5x8 =
5x8 = 3x4 —
3x8 =
4
5
8
9
7
6x12 MT20HS i
20
3
N
19
13
10
12
21 11 Sx6 =
6x8 =
o
2
m
`I
"O
5x6 =
16
15
14
5x8
=
7-1-2
13-10-0
20-0-0
,21-3-0 24-8.6
25-11-1p 31-4-0
7-1-2
6-8-14
6-2.0
1-3-0 3-5.6
1-3-4
Plate Offsets (X Y)--
[4:0-4-0 0-1-131, [5:0-2-1,0-4-101, [15:0-3-8,0-3-01, [18:0-2-4,0-2-131 1
LOADING (psf)
SPACING- 2-0-0
CSI.
i
DEFL.
in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL)
0.13
2-16 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.58
Vert4CT)
-0.15
2-16 >999 180
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.86
Horz(CT)
-0.01
10 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
Weight: 182 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP N0.2 `Except` TOP CHORD
Structural wood sheathing directly applied or 4-5-11 oc puriins,
3-4,1-3: 2x4 SP No.1 1
except end verticals.
BOT CHORD
2x4 SP No.2 *Except* BOT CHORD
Rigid ceiling directly applied or 4-1-8 oc bracing.
5-14: 2x4 SP No.3 WEBS
1 Row at midpt 5-15
WEBS
2x4 SP No.3 *Except*
9-10: 2x6 SP No.2
REACTIONS.
(lb/size) 10=338/0-8-0, 2=967/0-8-0, 12=156110-8-0
Max Horz 2=343(LC 12)
Max Uplift 10=-329(LC 8), 2=-341(LC 12), 12=-823(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3= 1557/1257, 3-4= 768/624, 4-5=-614/736, 5-6=-342/356, 6-8= 342/356
BOT CHORD
2-16=-1666/1335, 15-16=-1668/1330, 11-12=-547/259, 10-11— 547/259
WEBS
3-16=0/294, 3-15=-790/1024, 4-15=-140/380, 5-15=-1055/863, 8-12=-711/981,
8-11=-370/214, 8-10— 258/566, 5-12=-945/857
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=5.Opsf; hL 15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 13-10-0, Comer(3) 13-10-0 to 19-10-4
zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where alrectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 10, 341 lb uplift at
joint 2 and 823 lb uplift at joint 12.
8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1.2018
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473. rev. f0/03/2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss system% seeANSI/TPI I Quality Criteria, DS&89 and BCSI Building Component
6904 Parke East Blvd.
Safety information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T13113587
1343527-SYNERGY-BAXL-
CO5
Roof Special
1
1
Job Reference (optional)
dunaers t'Irsibource, ron rl@Ce, r-L 04e4D
4 15-7-2
5x6 =
4
5.00 FIT
3x4
203
19
2
cc
�i
0
5x6 = 18 17
2x4 II 5x8 =
a. IOU J Jep 10 GU I / IVII I en Ir1UUSa Wtl , ❑lU. I IIU fell I V .—. GU 10 rage i
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-AK8PrzfrrGj 1 bW EB64fWrRIOgbADO?OPuhxfohzpYMk
4x6 =
3x6 11
7 8
3x4
4x6 = 6
5
14 13
3x4 =
3x4 =
6x8 =
16
3x8 =
Scale = 1:58.5
5x6 = 3x6
9 10
Y
N
• 11
12 3x6 II u
0
3x4 = o
m
Plate Offsets (X Y)-- [4:0-3-0 0-2-4] [17:0-3-8 0-3-0] 1I
LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert�LL) -0.12 16-17 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.25 16-17 >987 180
BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) -0.04 11 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-SH I Weight: 179 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins,
BOT CHORD 2x4 SP No.2 *Except` I except end verticals.
6-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-14 oc bracing.
WEBS 2x4 SP No.3 *Except*
10-11: 2x6 SP No.2
REACTIONS. (lb/size) 11=404/0-8-0, 2=989/0-8-0, 14=1473/0-8-0
Max Horz 2=334(LC 12)
Max Uplift 11=-350(LC 9), 2— 368(LC 12), 14=-654(LC 8)
Max Grav 11=436(LC 24), 2=989(LC 1), 14=1473(LC 1)
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 1640/1410, 3-4= 1025/867, 4-5=-870/938, 7-8=-135/433, 9-10=-550/997,
10- 11 =-402/608
BOT CHORD 2-18=-1837/1414, 17-18=-1837/1414, 16-17= 401/360, 15-16=-905/872, 6-15— 29i /541,
12-13=-1007/559
WEBS 3-17=-612/890, 5-16=-860/1012, 10-12=-1047/568, 6-14=-382/227, 7-14=-533/870i,
9-13=-561/1021, 5-17=-836/679 1
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=4.2psf; BCDL=5.Opsf; h=15ft Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 11-10-10, Corner(3) 11-10-0 to 26-8-6,
Exterior(2) 26-8-6 to 31-1-4 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 1
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 11, 368 lb uplift at
joint 2 and 654 lb uplift at joint 14.
i
i
i
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 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, not
�`
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTeW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and tniss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
Tampa, FL 3361 a
Job
Truss
Truss Type
ty
Ply
T13113588
1343527-SYNERGY-BAXL-
C06
Roof Special i
1
1
Job Reference (optional)
Builders Flrstbource, Fort Hiece, FL 3494b
7.0.9
5.00 FIT
2x4 \\
�3
19
20
/
Sx6 =
b.13u S Aep 1 b zul / IVII I eK I11aU8rne6, mc. I nu reD 1 uu:oof#D eul n r-aya 1
2-9-7 ' 5-11-10 ' I
4-2-6 ' 2-3-0
6-5.6
2-7-10 '
Scale = 1:57.9
5x6 =
3x6 11
7
s
22
3x6 i
6
46 = 5x12 -
-
2x4 I
6x8 =
4 21
9 10
17
11
15 14
13
23 12 6x8 = q
4x12 =
4x6 =
O d
2x4 II O
EM
6x8 =
CO
is 17
16
5x8 = 3x4 —
2x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.87
Vert((L) 0.23
12-13 >537 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.89
Vert(CT) -0.47
2-18 >522 180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.62
Horz(CT) -0.03
11 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
I
Weight: 178 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 `Except`
TOP CORD
Structural wood sheathing directly applied or 3-11-4 oc purlins,
4-5,9-10: 2x4 SP No.2
except end verticals.
BOT CHORD 2x4 SP No.2 'Except`
BOT C ORD
Rigid ceiling directly applied or 3-8-5 oc bracing.
6-16: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
10-11: 2x6 SP No.2
REACTIONS. (lb/size) 11=448/0-8-0, 2=1011/0-8-0, 14=1407/0-8-0
Max Horz 2=305(LC 12)
Max Uplift 11=-380(LC 9), 2=-374(LC 12), 14= 592(LC 12)
Max Grav 11=494(LC 24), 2=1011(LC 1), 14=1407(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1568/1552, 3-4=-1267/1288, 4-5=-1122/1237, 5-6=-317/683, 6-7=-178/589,
7-8=-297/807, 8-9= 347/608
BOT CHORD 2-18=-1893/1364, 17-18=-969/807, 6-15=-345/443, 14-15=-357/221, 13-14=-373/240,
12-13=-1643/868, 11-12=-1677/881
WEBS 3-18=-363/755, 4-18=-239/290, 5-18= 491/426, 5-17=-526/783, 15-17=-1216/1000,
5-15= 686/558, 9-12=-389/247, 9-11=-983/1889, 6-14= 398/443, 7-14=-449/653,
9-13= 674/1294
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=4.2psf; BCDL=S.Opst; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 9-10-0, IComer(3) 9-10-0 to 28-3-0,
Exterior(2) 28-3-0 to 28-8-6 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MW FRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 lb uplift at joint 11, 374 lb uplift at
joint 2 and 592 lb uplift at joint 14.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
n fabricatio, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T13113589
1343527-SYNERGY-BAXL-
CO7
Roof Special Girder
1
1
Job Reference (optional)
bunaerS rlrsiOource, r0171 FIeC9, t-L'J4e4a
I MIOU s Oep lb ZUl I IVII I eK mousrrles, Inc. I nu reD i Ue;J0;40 Zino rage i
I q:q I IBwLVNi6YkTT7fi BJBhFyw6EN-avgYT_ik7B5cSzzmoCC DT4wW GoFxbU9sbf9JPOzpYMh
Scale=1:56.8
• &B 5x6 = 5x6 =
6 7 8 21
2x4
9
5x8 = 5x6 =
5.00 F12 4 5 20 22 10
3x4 i °J
19 13 to
3 12
23 24 11 25 3x4 =
2x4 = o
18 I 3x4 = roco b
2 6x8 =
41
0
Sx6 = 17 16 15 14
2x4 11 3x4 = Sx6 = 3x4 =
21-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.95
Vert(L)
0.09 16 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.52
Vert(CT) -0.12
14-15 >999 180
BCLL 0.0
Rep Stress Incr
NO
W1 0.38
Horz(CT)
0.03 12 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
I
Weight: 167lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-4-5 oc purlins.
BOT CHORD 2x4 SP No.2
`Except`
BOT CHORD
Rigid ceiling directly applied or 4-4-10 oc bracing.
6-14: 2x4 SP
No.3
WEBS
1 Row at midpt 5-14
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=331/0-8-0, 2=962/0-8-0, 12=1564/0-8-0
Max Harz 2=250(LC 12)
Max Uplift 10=-285(LC 9), 2=-380(LC 12), 12— 668(LC 8)
Max Grav 10=390(LC 24), 2=963(LC 23), 12=1564(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1621/1675, 3-4=-131511349, 4-5=-1062/1141, 5-6=-74/264, 6-7=-75/343,
7-8= 107/347, 8-9=-439/1040, 9-10=-581/1107
BOT CHORD 2-17= 1790/1400, 16-17= 1790/1400, 15-16=-1299/1180, 14-15=-1086/1053,
13-14=-608/654, 6-13=-460/585, 10-11=-908/487
WEBS 3-16=-291/554, 4-16— 201/280, 5-15= 58/310, 5-14=-1220/1293, 8-12— 556/806,
8-11= 915/406, 9-11= 259/559, 6-12— 904/1270
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=4.2psf; BCDL=5.Opsf; h=1I511; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 7-10-0, Corner(3) 7-10-0 to 29-6-0,
Exterior(2) 29-6-0 to 31-0-0 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 10, 380 lb uplift at
joint 2 and 668 lb uplift at joint 12.
i
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE mu--7473 rev 101=015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-891and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Tnm Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T13113590
1343527-SYNERGY-BAXL-
CJ1
Corner Jack
23
1
I
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2011 MI I eK Inaustrles, Inc. I nU FeD 1 U9:3b:4/ 2018 rage 1
1 D:q ll8wLVNi6YkTT7fi BJ8h Fyw6EN-260wg KiMuVDT47YzLwjSOHTpcg4K1 P?pJvlxSzpYMg
-1-0-0 1-0-0
Scale =1:7.2
3
6.00 FIT
2
m
1 �
I 4
LOADING (psf)
SPACING- 2-0-0
CSI.
r-v-v
DEFL. in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.39
Ver1(LL) -0.00
2 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.01
Vert(CT) -0.00
2 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 5 lb FT = 20
LUMBER-
BRACING
-
TOP CHORD 2x4 SP No.3
TOP
CHORD
Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT
CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=-16/Mechanical, 2=168/0-8-0, 4=9/Mechanical
Max Harz 2=44(LC 12)
Max Uplift 3= 16(LC 1), 2=-113(LC 8)
Max Grav 3=21(LC 8), 2=168(LC 1), 4=18(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; 13CDL=5.0psf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other1live loads.
3) '4This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
:will fit between the bottom chord and any other members.
4)' 'efer to girder(s) for truss to truss connections.
5) ProGlde mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ili uplift at joint 3 and 113 lb uplift at
jftint 2.
I
I
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6034
6904 Parke East Blvd, Tampa FL 33610
Date:
February 1,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-74731 rev. 10/0312015 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, not
�
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members oNy. Addillonai temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB',89 and BCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Qry
Ply
T13113591
1343527-SYNERGY-BAXL-
CJ3
Corner Jack
16
1
i
Job Reference (optional)
Isullaers t-irsrbource, ron Mece, t-L 04e4D
1-0-0
5.00 12
o. IOU S OUP I D cv a rvu I en a luuau lea, Inc. I' lu — I —0- . rage
FT7fiBJ8hFyw6EN-Th42JMIEBQb2xaGY12H9dw5GgQeNX08RVGBXYnzpYMd
3
m
1P
Scale = 1:11.4
2
?
1
Q°
4
5x6 =
3-0-0
I 3-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.59
Vert(LL) 0.02
2-4
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.42
Vert( CT) 0.02
2-4
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB
0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
I
Weight:11 lb FT=20%
LUMBER- BRA
TOP CHORD 2x4 SP No.3 TOP
BOT CHORD 2x4 SP No.3 BOT
REACTIONS. (lb/size) 3=65/Mechanical, 2=240/0-8-0, 4=26/Mechanical
Max Horz 2=89(LC 12)
Max Uplift 3=-68(LC 12), 2— 168(LC 8), 4=-37(LC 8)
Max Grav 3=65(LC 1), 2=240(LC 1), 4=52(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) `ghis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where ai rectangle 3-6-0 tall by 2-0-0 wide
will tit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 Ibiuplift at joint 3, 168 lb uplift at joint
2,tnd 37 lb uplift at joint 4. 1
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 0634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 111I1-7473 rev. 1010312016 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for on individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Aclaitlonal temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandita. VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T13113592
1343527-SYNERGY-BAXL-
CJ4
Jack -Open
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.13u s sep lb zut t MI I ex Industries, inc. Thu Feb 1 09:35:5t zut d rage i
I D:gll8wLVNi6YkTT7fiBJ8hFyw6E N-xtdRW imtyjkuYkrkaloOA7eW4p2pGrObkwt44DzpYMc
1-8-5 3.0-0
1-8-5 11-3-11
Scale=1:11.4
2x4 11
6xe =
SUPPORT
REQUIRED
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0 '
Rep Stress [nor
YES
BCDL
10.0
Code FBC2017/TP12014
LUMBER -
TOP CHORD
2x4 SP No.3 *Except`
3-4: 2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No,3
4x6 =
5.00 F12
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TC 0.30
Vert(LL)
0.01
3-5
>999
240
MT20 244/190
BC 0.16
Vert(CT)
-0.01
3-5
>999
180
WB 0.00
Hori(CT)
-0.00
4
n/a
n/a
Matrix-R
I
Weight: 13 lb FT = 20%
REACTIONS. (lb/size) 3=295/Mechanical, 4=152/Mechanical, 5=41/Mechanical
Max Harz 3=72(LC 12)
Max Uplift 3=-117(LC 12), 4=98(LC 12)
Max Grav 3=295(LC 1), 4=152(LC 1), 5=51(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; hL, 15fh Cat. II; Exp C; Encl.,
Mpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 1-8-11, Exterior(2) 0-1-12 to 2-11-1 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` his truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where ai rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1171b uplift at joint 3 and 98 Ito uplift at
joint 4.
7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473irev. 10/03/2015 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 not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Iricorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M iTe k`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Tampa, FL 33610
Safety Information available from lntss Plate Institute, 218 N. Lee Street, Suite 312, Mexandita, VA 22314.
t
Job
Truss
Truss Type I
City
Ply
T13113593
1343527-SYNERGY-BAXL-
CJ5
Corner Jack I
3
1
Job Reference (optional)
tsuuaers mrstaource, run riece, rL 04y40
2
ID:q
5-0-0
5-0-0
.VNi6YkTT7fi BJ8hFyw6EN-tGIBxNn7U L_co2?6iAgsFYjjrdZFkiuuCEMB86zpYMa
3
5.00 FIT
4
15
5x6 =
Scale = 1:15.5
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Wet[
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
Vert(LL)
0.17
2-4
>327
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.86
Vert(CT)
0.16
2-4
>355
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
HorY(CT)
-0.OD
3
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix-P
I
Weight: 17 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=146/Mechanical, 2=319/0-8-0, 4=46/Mechanical
Max Harz 2=136(LC 12)
Max Uplift 3=-131(LC 12), 2=-212(LC 8), 4=-65(LC 8)
Max Grav 3=146(LC 1), 2=319(LC 1), 4=92(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-9-6 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h1 151t; Cat. II; Exp C; Encl.,
GCpl=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) "this truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 212 lb uplift at
joint 2 and 65 lb uplift at joint 4.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473mv. 1010312015 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, not
a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabdcatiom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and aCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T13113594
1343527-SYNERGY-BAXL-
CJ11
Corner Jack
2
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 I 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:35:48 2018 Page 1
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-W lylugj_foLKhH79vdEhYV03Xc3J3Ue82zfOTuzpYMf
1-0-0
1-0.0
Scale = 1:7.2
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. In
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.06
Vert (LL) -0.00
1 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.01
Vert(CT) -0.00
1 >999 180
BOLL 0.0 '
Rep Stress Incr
YES
WB 0.00
HOri(CT) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 3lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-0-0 oc puffins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS, (lb/size) 1=41/0-8-0, 2=32/Mechanical, 3=9/Mechanical
Max Harz 1=32(LC 12)
Max Uplift 1=-7(LC 12), 2=-31(LC 12)
Max Grav 1=41(LC 1), 2=32(LC 1), 3=18(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; 0=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ''This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where i rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1 and 31 lb uplift at
JO`nt 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473irev. 10/03/2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parametets and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB49 and BCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, Fl- 33610
Job
Truss
Truss Type
ty
Ply
T13113595
1343527-SYNERGY-BAXL-
CJ21
Jack -Open
7
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:35:48 2018 Page 1
I D:q I I8wLVNi6YkTT7fi BJ8hFyw6 EN-W Iylugj_foLKhH79vd EhYVO?zc1 i3U e82zfQTuzpYMf
1-5-13
2-1-8
1-5-13
0-7-11
Scale =1:11.4
4x6 = 4
5.00 F21
2x4 11
1
2
2x4
3
co
r N
{
P �
5
ADEQUATE
SUPPORT
REQUIRED
2x4 11 6
1-0-12
1-0-12
12-1-8
-0-12
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.29
Vert(LL) 0.01 5-6 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.18
Vert(CT) 0.01 5-6 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.01 4 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-R
I
Weight: 10lb Ff=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3 `Except'
TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins,
3-4: 2x4 SP No.2
I except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=218/Mechanical, 4=137/Mechanical, 5=23/Mechanical
Max Harz 6=51(LC 12)
Max Uplift 6=-134(LC 8), 4= 95(LC 12), 5=-47(LC 8)
Max Grav 6=218(LC 1), 4=137(LC 1), 5=36(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-315/107
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
Mpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 1-6-3, Exterior(2) 0-1-12 to 2-0-12 zone; cantilever left and right
exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions sho I n; Lumber DOL=1.60 plate grip
DOL=1.60
2) Provide adequate drainage to prevent water ponding. j
3) Tftis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a ,rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 6, 95 ib uplift at joint
4 and 47 lb uplift at joint 5.
7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Joaquin Vefez PE No.68182
MiTek USA, Inc. FL Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
1 February 1,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type i
Qty
Ply
I
T13113596
1343527-SYNERGY-BAXL-
CJ22
Jack -Open iI
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
SUPPORT
REQUIRED
i 8.130 s Sep lb 2017 Mi I eK Industries, Inc. I nu I-eD 1 My ib:49 2U115 rage 1
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-?U Wg5OkcQ6TBJRhLTLlw5iY9MON9oxul Hc0_?KzpYMe
2-4-5 3-0-0
2-4-5 0-7-11
4x6 = ,—, Scale = 1:11.4
3x4 11 5.00 12
2
w
m
d
4x6 5
1-6-0
1 1-6-0
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFT. in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
VeLL) -0.00
3-5 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.10
Vert(CT) -0.01
3-5 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Ho (CT) -0.00
4 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-R
I
Weight: 15 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3 *Except*
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc puffins,
3-4: 2x4 SP No.2
I
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 3=327/Mechanical, 4=227/Mechanical, 5=34/Mechanical
Max Harz 3=90(LC 12)
Max Uplift 3=-125(LC 12), 4— 141(LC 12)
Max Grav 3=327(LC 1), 4=227(LC 1), 5=48(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
TOP CHORD 1-3= 180/301, 2-3=-256/149
NOIES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h-15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 2-4-11, Exterior(2) 0-1-12 to 2-11-41zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) FMovide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a (rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s)for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at Joint 3 and 141 lb uplift at
joint 4.
7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
'
Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly inForporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113597
1343527-SYNERGY-BAXL-
CJ31
Corner Jack
1
1
I
Job Reference (optional)
duuaers I-irsibource, t-ort Piece, FL 34945 I 6.1su s Sep 15 20i7 MI I ek inausmes, Inc. Thu Feb 1 09:35:5u zuiu rage i
I D:ql IBwLVNi6YkTT7fi BJ8hFyw6EN-Th42JMIEBQb2xaGY12H9dw5HaQi?XOBRVGBXYnzpYMd
3-0-0 I ,
- 3-0-0 1
Scale = 1:11.4
2
1 5.00 52 1
3-0-0
1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL) -0.00
1-3 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.13
Vert(CT) -0.01
1-3 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-P
I
Weight: 9 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT 9HORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=117/0-8-0, 2=91/Mechanical, 3=26/Mechanical
Max Harz 1=77(LC 12)
Max Uplift 1=-28(LC 12), 2=-82(LC 12)
Max Grav 1=117(LC 1), 2=91(LC 1), 3=52(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- '
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h-15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) "this truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where airectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb !Uplift at joint 1 and 82 lb uplift at
jaint 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII--7473 rev. 101032015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual bullding component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd,
Safely Information available from Truss Plate Insfitrde, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T13113598
1343527-SYNERGY-SAXL-
CJ41
Corner Jack
1
1
Job Reference (optional)
CWlaers rirsf:iource, rorr niece, rL:i4V45
5.00 FIT
4-6-0
u.I JU s 6ep in zui i Na 1 eK inaustnes, Inc. I nu reD I uumt):nz eui a rage I
VNi6YkTT7fiBJ8hFyw6EN-P3Bpj2mVj 1 slAuOwBTJdiLAcfDL6?lekzadecfzpYMb
3
Scale = 1:14.5
O
� N
2
1
4
5x6 =
4-6-0
I 14-6-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.02 2-4 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.04 2-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Harz CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-P I Weight: 16 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=127/Mechanical, 2=298/0-8-0. 4=41/Mechanical
Max Harz 2=124(LC 12)
Max Uplift 3=-116(LC 12), 2=-122(LC 8)
Max Grav 3=127(LC 1), 2=298(LC 1), 4=82(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'1-his truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide b mechanical connection (by others) of truss to bearing plate capable of withstanding 116 Iuplift at joint 3 and 122 lb uplift at
joint I
I
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. f 0/03/20f5 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, not
a truss system. Before use, the building designer must verlty the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIITPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
'
T13113599
1343527-SYNERGY-BAXL—
D01
Half Hip
1
1
Job Reference (optional)
Built
B Page 1
:hYzpYMZ
:ale = 1:49.1
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CS1.
TC 0.90
BC 0.97
WB 0.63
Matrix-SH
DEFL. in
Vert(LL) -0.25
Vert(CT) -0.44
Horz(CT) 0.06
I
(loc) I/dell Lid
8-10 >999 240
8-10 >745 180
7 n/a n/a
PLATES
MT20
MT20HS
Weight: 147lb
GRIP
244/190
187/143
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 `Except`
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins,
4-6: 2x4 SP No.2
I
except end verticals.
BOT CHORD 2x4 SP No.1 `Except`
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
2-9: 2x4 SP No.2
WEBS
1 Row at midpt 4-10, 5-7
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 7=1240/Mechanical, 2=1342/0-8-0
Max Horz 2=366(LC 12)
Max Uplift 7=-490(LC 9), 2— 462(LC 12)
Max Grav 7=1240(LC 2), 2=1342(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2414/1799, 3-4=-2199/1812, 4-5=-1239/960
BOT CHORD 2-10=-2085/2115, 8-10= 1206/1354, 7-8= 860/1040
WEBS 3-10= 456/747, 4-10= 841/845, 4-8=-289/452, 5-8= 285/567, 5-7= 1412/1178
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; hL 15ft; Cat. II; Exp C; Encl.,
©Cpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 27-111-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a',rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 7 and 462 lb uplift at
joint 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473'rev. 1e/03/2015 BEFORE USE.
Design valid for use only with M1Tek8 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
aty
Ply
T13113600
1343527-SYNERGY-BAXL-
DO2
Roof Special
1
1
Job Reference (optional)
Builder:
9-0-0
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0 *
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017/TPI2014
LUMBER -
TOP CHORD 2x4 SP No.1 *Except*
4-5,5-7: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 8=1240/Mechanical, 2=1342/0-8-0
Max Horz 2=334(LC 12)
Max Uplift 8=-472(LC 9), 2=-466(LC 12)
CSI.
DEFL.
in
(loc)
I/dell
Ud
TC 0.98
Vert(LL)
0.23
2-12
>999
240
BC 0.91
Vert(CT)
-0.36
2-12
>908
180
WB 0.87
Horz(CT)
0.06
8
n/a
n/a
Matrix-SH
I
3 Page 1
D_zpYMY
;ale = 1:49.7
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 159 lb FT = 20%
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied or 3-3-4 oc bracing.
W EBSI 1 Row at midpt 4-12, 7-9
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2404/2123, 3-4= 2188/2132, 4-5=-1684/1668, 5-6=-1528/1539, 6-7=-1090/1
7-8=-1186/1122
BOT CHORD 2-12= 2411/2105, 10-12=-1502/1392, 9-10= 1010/1090
WEBS 3-12= 457/794, 4-12= 873/811, 4-10_ 360/626, 5-10=-835/834, 6-10=-730/609,
6-9= 898/1014, 7-9=-1377/1482
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
G1;pi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 14-6-01 Corner(3) 14-6-0 to 16-2-0 zone;
cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 8 and 466 lb uplift at
joint 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
February 1,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE
S
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlon, storage, delivery, erection and bracing of Trusses and truss systems, seeANSi/TPI I Quality Criterla, DSO-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T13113601
1343527-SYNERGY-BAXL--
DO3
ROOF SPECIAL
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
11-0-0
7-6-12 14-6-0
7-6-12 6-11-4
5.00 FIT
13
5x8
3
12
11 16
3x4 =
9.0-0
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:35:56 2018 Page 1
-VNi6YkTT7fiBJ8hFyw6EN-HgRKZPp?nGM BfVkhNJNZtBLEKgZjxwrKuCbrlOzpYMX
18-2-0 23-1-8 1 28-1.0 ,
10
3x4 =
14
4x6 =
3x8 =
3x4 =
Scale=1:49.9
2x4 II
8
6x8 =
LOADING (psf)
SPACING-
2-0-0
CS].
DEFL.1 in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.84
Vert(Lll) -0.28
9-11 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.94
Vert(CT) -0.49
8-9 >677 180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.82
HOfz(&) 0.07
8 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
I
Weight: 147lb FT=20%
LUMBER-
I
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.2
I
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS ,
1 Row at midpt 6-8
REACTIONS. (Ib/size) 8=1240/Mechanical, 2=1342/0-8-0
Max Harz 2=447(LC 12)
Max Uplift 8= 710(LC 13), 2= 757(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2407/1230, 3-4=-2191/1248, 4-5= 1914/1107, 5-6=-1700/959
BOT CHORD 2-11=-1411/2107, 9-11=-842/1387, 8-9= 663/1066
WEBS 3-11=-457/578, 4-11— 610/824, 4-9_ 394/699, 5-9=-972/661, 6-9=-415/886,
6-8=-1455/922
i
NOVES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-0-11 to 1-11-5, Interior(1) 1-11-5 to 14-6-0, Exterior(2) 14-6-0
toa17-6-0, Interior(1) 18-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and,forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psi 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 = I 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 710 lb uplift at joint 8 and 757 lb uplift at
joint 2.
8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Joaquin Velez PE No.68182
MiTek USA, Inc, FL Cert 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type I
city
Ply
T13113602
1343527-SYNERGY-BAXL-
DO4
Roof Special
1
1
Job Reference (optional)
dutlaers rnstsource, rorr r-iece, rL 34e4D
1-0-0 7.0-2
1-0-0 7-0-2
1 5x6 =
5.00 12 4x6 =
4 5
6xl2 MT20HS 5-
3 1%
14
D. wV , aeP , D LV r I ,W„ en ,HuuSu,es, ,IIV. Mu rwu , uu.ou— —, O rayw ,
6YkTT7fi BJ8hFyw6EN-m 1 ?inlgdYZU2H(JuxOvoPO1Pm EyVgMaT6sKPItzpYM W
20-2-0 24-1-8 28-1-0
4-10-0 3-11-8 3- 1-8
Scale=1:49.9
5x6 = 2x4 II
6 3x4 = 8
m
v
2
a1
of 5x6 = 13 12 I11 10 g
2x4 II 3x4 = 5x6 = 3x4 = 6x8 =
7-0-2
13-8-0
15-4J ,
20-2-0
28-1-0
7-0-2
6-7-14
1-8-0 1
4-10-0
7-11-0
Plate Offsets (X Y)--
[4:0-3-0 0-2-41,[11:0-3-0,0-3-01
1
_
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFLI
in (loc)
I/dell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
Vert(LL)
0.23 12-13
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.71
Vert(CT)
-0.27 12-13
>999
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.85
Horz(CT)
0.08 9
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
I
Weight: 154lb
FT =20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins,
3-4,1-3: 2x4 SP No.1 I except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-6-4 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 9=1240/Mechanical, 2=1342/0-8-0
Max Harz 2=268(LC 12)
Max Uplift 9=-434(LC 9), 2=-469(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2459/2233, 3-4=-1689/1660, 4-5=1473/1642, 5-6=-1649/1674, 6-7=-1811/1714
BOT CHORD 2-13=-2370/2155, 12-13=-2371/2150, 11-12=1465/1473, 10-11= 1744/1834,
9-10=-1002/1063
WEBS 3-13=0/308, 3-12=-796/1003, 4-12= 367/394, 5-11=-399/372, 6-11— 523/504,
6-10=-619/793, 7-10= 1012/1062, 7-9=-148211418
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) V11ind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 13-8-0, Comer(3) 13-8-0 to 15-4-0,
Exterior(2) 20-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and forces &IMW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 9 and 469 lb uplift at
joint 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.1101031201S BEFORE USE.
Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an inclMdual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113603
1343527-SYNERGY-BAXL-
DO5
Roof Special
1
1
Job Reference (optional)
uuiraers Firstsource, Fort Piece, FL 3 945
i
8.i30 s oep 15 2017 rvu i en muusmes, ll i nu Feu i Ua.00ao cu 10 rage
I D:ql l8wLVN i6YkTT7fi BJBhFyw6EN-EDY4_5rGltcvupu4VkQ 1 ycQZOeJoPpndLW 4ygJzpYMV
1-0-0 6-0-2 11-8-0
17-410
22-2.0
1-0 0 6-0-2 5-7-14
5-8-0
4-10-0 5-11-0
Scale=1:49.9
5x8 =
5x6 =
4
5
5.00 F12
i
5x6 = 3x8 =
3x4
g 7
1Ea
Cl)
14
mj
C?
2
I
m
1
5x6 = 13 12
11
10 9 8
2x4 I I 3x4 =
3x4 =
3x8 = 3x8 = 3x6 II
6-0-2 11-8-0
17-4.0
22-2-0 28-1-0
6-0-2 5-7-14
5-8-0
4.10-0 5-11-0
Plate Offsets (X,Y)--[4:0-5-4,0-2-41,[5:0-3-0,0-2-41,[9:0-3-8,0-1-81
I
LOADING (psf)
SPACING- 2-0-0
CS1.
Ill
in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.96
Vert(LL)
0.18 12-13 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.65
Vert(CT)
-0.22 12-13 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.79
Horz(C7)
0.07 8 n/a n/a
BCDL 10.0
Code FBC2017[TP12014
Matrix-SH
I
Weight: 150Ill FT=20%
LUMBER-
i
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.2
I
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 3-9-1 oc bracing.
WEBS
1Row atmidpt 7-9
REACTIONS. (lb/size) 8=1240/Mechanical, 2=1342/0-8-0
Max Harz 2=222(LC 12)
Max Uplift 8=-437(LC 9), 2— 453(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
l
TOP CHORD 2-3=-2482/230113-4= 1890/1793, 4-5=-1643/1744, 5-6— 1834/1740, 6-7=-1877/1759,
7-8=-1180/1122
BOT CHORD 2-13=-2369/2178, 12-13=-2369/2178, 10-12= 1629/1678, 9-10=-1807/1919
WEBS 3-12=-575/824, 4-12= 289/409, 5-10— 250/371, 6-10=-355/407, 6-9=-880/1000,
7-9=-1956/2075
I
I
NOTES -
I) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
G6pi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterioril 4-11-5 to 11-8-0, 0orner(3) 11-8-0 to 17-4-0,
Exterioril 22-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
6) Refer to girders) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 8 and 453 lb uplift at
joint 2.
Joaquin Velez PE No.68182
Mil USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verify destgn parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE.
Design valid for use only with WOO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
�°
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For genera[ guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and inrss systems, SeeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T13113604
1343527-SYNERGY-BAXL-
DO6
Roof Special
1
1
Job Reference (optional)
_ ... _. ..-
_ _..._ �, ,..,...
a
4K s co..
1 a 0017 MiTek industries Inc This Feb1 0Q•A-5:-5Q 901A Pana 1
Buiiders rlrsiSource, run riece, rr- Off Y ,.... ., .,..r ,.. .-............. .....__...__I ..._. ...-' -_------- -- -- - -- - -
I D:gllBwLVNi6YkTT7fi BJ8hFyw6EN-i P6SCRsu3BkmWzSG2RxGVpzl72bw8GgmaApVM IzpYM U
11-0-0 6-9-6 19-4-0 4
-0-0 20 10-0 28-1-0
6-9-6 9-1-0 3-11-0
Scale=1:49.9
4x6 =
3x4 5x6 =
4 5 6
5.00 12 2x4 ��
3
5x6 = 2x4 II
7
14 8
13
7
I `r
2 I N
�1 1 I
5x6 = 12 tt I 10 9
3x8 = 4x6 = 3x8 = 6x8 =
9.8-0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.I
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.87
Vert(LL)
0.21
2-12
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.91
Vert(CT)
-0.40
2-12
>828
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.81
HOrz(CT)
0.08
9
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
I
Weight: 139 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
1-4: 2x4 SP No.1
BOT CHORD 2x4 SP No.1 'Except' BOT CHORD
9-11: 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 9=1240/Mechanical, 2=1342/0-8-0
Max Harz 2=175(LC 12)
Max Uplift 9= 439(LC 9), 2= 458(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2388/2245, 3-4=-2079/197114-5= 1881/1880, 5-6- 1814/1804, 6-7=-2012/1801;
BOT CHORD 2-12=-2214/2091, 10-12= 1791/2057, 9-10=-1811/1838 I
WEBS 3-12=-324/723, 4-12=-543/583, 5-12=-330/316, 5-10= 418/463, 6-1 O=271/454, I
7-10= 65/322, 7-9=-2065/2086
Structural wood sheathing directly applied or 3-2-8 oc purlins,
except end verticals.
Rigid ceiling directly applied or 3-10-2 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) W rid: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 9-8-0, Corner(3) 9-8-0 to 24-2-0,
Exterior(2) 24-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 9 and 458 lb uplift at
joint 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE.
'
Design valid for use only with MBek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not
a truss system. Before use. the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
falxlcatiorL storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Tampa, FL 33610
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Job
Truss
Truss Type
Oty
Ply
T13113605
1343527-SYNERGY-BAXL-
DO7
Roof Special
1
1
I
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:01 2018 Page 1
ID:gll8wLVNi6YkTf7fiBJ8hFyw6EN-eoECc7t8bo_UIHcfAszkaE25RrHMcDX31 UlcRezpYMS
cale = 1:50.8
°X" — 5x8 = —. 7 5x8 = 6x8 =
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 20.0
Plate Grip DOL 1.25
TC 0.88
TCDL 15.0
Lumber DOL 1.25
BC 0.91
BCLL 0.0 '
Rep Stress Incr YES
WB 0.60
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 `Except'
10-12: 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=1240/Mechanical, 2=134210-8-0
Max Horz 2=144(LC 12)
Max Uplift 10=-479(LC 13), 2= 433(LC 12)
in (loc) I/dell Ud PLATES GRIP
0.2311-13 >999 240 MT20 244/190
-0.51 11-13 >645 180
0.09 10 n/a n/a
Weight: 143 lb FT = 20%
TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins,
i except end verticals.
BOT CHORD Rigid ceiling directly applied or 3-10-7 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2475/2375, 3-4=-2337/2388, 4-5= 2759/2631, 5-6=-2482/2334, 6-7=-1941/1916,
7-8=-2143/1919
BOT CHORD 2-14=-2294/2173, 13-14= 1692/1856, 11-13=-2126/2495, 10-11=-1587/1542
WEBS 3-14=-224/527, 4-14=-580/405, 4-13=-1371/1567, 5-13=-1238/1267, 6-11=-674/7571,
7-11=-290/495, 8-11 =- 177/400, 8-10— 1901/2001
NOTES-
1) Unbalanced roof live loads have been considered for this design. I
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; 8CDL=5.Opsf; h=1 on; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-10-6, Exterior(2) 4-10-6 to 9-6-0, Corner(3) 9-6-0 to 26-2-0,
Exterior(2) 26-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redtangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 Ib uplift at joint 10 and 433 lb uplift
at joint 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 8634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev. 10/03/2015 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, not
�'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Thus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113606
1343527-SYNERGY-BAXL—
D0B
Roof Special Girder
1
1
Job Reference (optional)
Builders FirstSource,
Fort Piece, FL 34945
8.130 s Sep 15 2017 MITek industries, Inc. Thu Feb 1 09:36:02 2018 Page 1
I D:q I IBwLVNi6YkTT7fi BJBhFyw6EN-6_obgSumM66LNQBrkZUz6SbG6Fh_LcuCG82Az4zpYM R
1-0-0
4-11-2 9.6-0
11 -0
16-8-9 19-11-7 23-4-0 28-1-0
1-0-0
4-11-2 4-6-14
3-10-0
3-4-9 3-2-13 3-4-9 4-9-0
Scale=1:50.5
■
46 11
4
5.00 F12
NAILED
6x8 = 3x4 = 3x6 = 5x6 =
3x4
NAILED
5 g 7 NAILED
16 g
3
9
2
N
1n
nIo
15
14
13 12 i7 11 18 10
5x6 =
7x10 =
NAILED
I
2x4 II
6x8 =
Sx10 = 3x4 = 6x8 = 46 =
3x12 MT20HS II
LUS26 Special
NAILED
4-11-2 9-6-0 133 4-0 1611-9 , 19-11-7 23.4.0 28-1-0
4-11.2 4-6-14 3.10-0 3.4-9 3-2-13 3-4-9 4-9-0
Plate Offsets QX Y)-- [2:0-2-5,0-0-9], 15:0-5-4,0-3-41, [8:0-3-0,0-2-4], [9:0-0-0,0-3-11, [9:0-3-10,0-1 0A 01, [11:0-3.8,0-3-121, [13:0-5-0,Edge]
LOADING (psf)
SPACING-
2-0-0
CSI.
I
DEFL.
in
(]cc)
I/dell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.89
Vert(L LI)
0.40
12
>822
240
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.63
Vert(CT)
-0.57
12
>579
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress ]nor
NO
WB 0.85
Horz(C,T)
0.10
9
n/a
n/a
BCDL 10.0
Code FBC2017[TP12014
Matrix-SH
Weight: 169lb
FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2 "Except`
8-9: 2x6 SP No.2
BOT CHORD
2x6 SP M 26
WEBS
2x4 SP No.3
WEDGE
Right: 2x6 SP No.2
REACTIONS. (lb/size) 2=1835/0-8-0, 9=2462/Mechanical
Max Harz 2=99(LC 8)
Max Uplift 2=-772(LC 8), 9= 1337(LC 9)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-7-11 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 5-3-9 cc bracing.
WEBS �I
1 Row at midpt 5-14
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3646/1521, 3-4=-3351/15611 4-5=-3332/1545, 5-6=-6695/3473, 6-7= 6458/3509,
7-8= 4496/2547, 8-9=-4978/2731
BOTCHORD 2-15=-1381/3248, 14-15=-1381/3248, 13-14=-2843/6038, 12-13=-2836/6034,
11-12= 3336/6695, 10-11=-3373/6458, 9-10— 2356/4383
WEBS 3-14=-332/310, 4-14=-1032/2221, 5-14=-3560/1896, 8-10= 893/1799, 7-10=-2463/1210,
5-12=-751/910, 7-11=-457/1175, 6-12= 1561286, 6-11=-685/469
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 772 lb uplift at joint 2 and 1337 lb uplift
at joint 9.
9) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent at 19-0-12 from the left end to
connect truss(es) to back face of bottom chord.
10) Fill all nail holes where hanger is in contact with lumber.
11) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 281 lb down and 280 lb up at
23-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)s
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
Fahruary 1 9f11 R
LOAD CASE(S) Standard
® WARNfNG - Yerify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERAmcE PAGE MI1.7473 rev, fom"015 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, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
bdidng design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stablilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113606
1343527-SYNERGY-BAXL-"DOB
Roof Special Girder
1
1
I
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-70, 4-5=-70, 5-8=-70, 8-9= 70, 2-9= 20
Cpncentrated Loads (lb)
Vert: 8=-21(8) 10=-281(13) 7= 102(B) 11=-33(B) 16=-102(B) 17= 1137(B) 18— 33(I
® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10YO312015 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, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general'guidance regarding the
fabrlcatlon, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22,114.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113607
1343527-SYNERGY-BAXL-
DO9
Roof Special Girder
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
4-6-0
TRUSS DESIGNED FOR WIND LOADS IN THE PLANE
OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND
(NORMAL TO THE FACE), SEE STANDARD INDUSTRY
GABLE END DETAILS AS APPLICABLE, OR CONSULT
QUALIFIED BUILDING DESIGNER AS PER ANSI/fPI 1, NAILED
2x4 11
5x8 =
5.00 FIT
cK
, 2
�1
4x6 =
Plate Offsets
11 19
2x4 II NAILED
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 15.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr NO
BCDL 10.0 Code FBC2017/TP12014
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
12-14,13-14: 2x4 SP No.3
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3'Except'
4-14: 2x4 SP No.2
REACTIONS. (lb/size) 8=1316/Mechanical, 2=1431/0-8-0
Max Horz 2=118(LC 8)
Max Uplift 8=-770(LC 5), 2= 811(LC 4)
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:04 2018 Page 1
I:gll8WLVNi6YkTT7fiBJ8hFyw6EN-2NwLF8wOujM2ckLEr_XSCtgco3MKpW BVkSXG1 zzpYMP
14-0-0 15-4-0 19-0-0
4-6-0 1-4-0 3-8-0
Scale =1:35.9
TOP CHORD MUST BE BRACED BY END JACKS,
4 6 =
ROOF DIAPHRAGM, OR PROPERLY CONNECTED
PURLINS AS SPECIFIED.
NAILED 2x4 II
I
5x8 =
dk LED NAILED
4x6 = 2x4 11
6 7
16 2 17
18
4
2x4 II
co
m 6
N
20 10I 21
22 9
8
5x8 =
NAILED 3x4 = 6x8 =
NAILED
4-6-0
CSI.
DEFL in
(loc) I/defl Ud
PLATES GRIP
TC 0.81
Vert(LL) 0.19
10 >999 240
MT20 244/190
BC 0.70
Vert(CT) -0.24
9-10 >923 180
WB 0.86
Horz(CT) 0.07
8 n/a n/a
Matrix-SH
I
Weight: 106 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-1-12 oc purlins,
except end verticals. Except:
2-10-0 oc bracing: 3-4, 4-5
BOT CHORD
Rigid ceiling directly applied or 4-10-2 oc bracing.
JOINTS,
I
1 Brace at Jt(s): 4
FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2680/1584, 3-4= 3120/1894, 4-5=-3120/1894, 5-6=-2610/1601
BOT CHORD 2-11=-1443/2350, 10-11 =-1 447/2363, 9-10— 1481/2424, 8-9= 1464/2393
WEBS 3-11=-57/348, 3-10=-475/886, 4-10= 577/488, 5-10=-446/806, 5-9=-35/291,
6-8=-2593/1598
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding. I
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 770 lb uplift at joint 8 and 811 lb uplift at
joint 2.
8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1251 lb down and 323 lb up at
5-0-0, and 251 lb down and 323 lb up at 14-0-0 on top chord, and 117 lb down and 125 lb up at 5-0-0, and 117 lb down and 125 lb
up at 13-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3= 70, 3-5=-70, 5-6= 70, 6-7=-70, 2-8=-20
Joaquin Velez PE No.66162
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/D32015 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, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T13113607
1343527-SYNERGY-BAXL-
Dog
Roof Special Girder
1
1
Job Reference (optional)
builaers rlrst5ource, tort Niece, rL 3494b
I b.13u s Sep lb zu1 I MI I eK Inausines, mc. i nu reu 1 ue:3b:u4 zuiu rage z
gllBwLVNi6YkTT7fiBJ8hFyw6EN-2NwLF8wOujM2ckLEr_XSCtgco3MKpW8VkSXG1 zzpYMP
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-204(B) 5=-204(B) 11=-62(B) 9=-82(B) 15=-76(B) 16_ 76(B) 17=-76(B) 18=-76,(B) 19=-26(B) 20=-26(B) 21= 26(B) 22=-26(B)
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with Mllek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the buliding designer must vedty, The appllcabOlty of design parameters and properly Incorporate This design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113608
1343527-SYNERGY-BAXL-
EO1
Hip Girder 1
1
2
Job Reference (optional)
Builders Firsttiource, Pon Piece, FL 34945 i 8.130 s Sep 15 2011 MI I ex industries, Inc. Thu Feb 1 09:36:05 201i8 rage i
ID:gll8wLVN16YkTT7fiBJBhFyw6EN-XZUjSUwff1 UvEuwQPi2hk4DmeTkoYzOfy6GgaPzpYMO
1-0-0 3-9-2 6-5-0 9-1,1-0 12-7-7 16-4-0
1-0-0 3-9-2 2-7-14 3-6-0 2-8-7 3-8-9
a
Scale = 1:28.7
4x6 =
Bx14 MT20HS
4
5
5.00 F12
2x4 I I
3x6
3
6
rn
C0
7
2
21
J I
Ll
I I
I
Li
I I I
I I I
Io
es e1 11 10
12 9
13 8 14 15
5x8 = 3x4 = 7x10
HHUS26-2 Bx10 = HTU26 3x8 11 HTU26 412
HGUS26-3
HTU26
3-9-2 7-2-0
9-11-0
12-7-7 16-4-0
3-9-2 3.4.14 2.9-0
2-8-7 3-8-9
Plate Offsets (X,Y)-- [2:0-4-0,0-2-141, [4:0-3-8,0-2-0], [5:0-9-12,0-2-01,
[7:0-1-0,0-2-11, [9:0-5-0,Edge], [10:0-5-0,0-4-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc)
I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.87
Vert(LL) 0.16 9-10
>999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.56
Vert�CT) -0.27 9-10
>703 180
MT20HS 187/143
BCLL 0.0 '
Rep Stress [nor NO
WB 0.89
Horz(CT) 0.06 7 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 185 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc purlins.
BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing.
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (lb/size) 7=7338/0-8-0, 2=4964/0-8-0
Max Horz 2=73(LC 12)
Max Uplift 7= 2959(LC 9), 2=-2010(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 10359/4137, 3-4=-10074/4114, 4-5=-11362/4648, 5-6=-11581/4560,
6-7=-13469/5171
BOT CHORD 2-11=-3728/9283, 10-11 =-4015/10061, 9-10=-4185/10867, 8-9=-4618/12114,
7-8=-4618/12114
WEBS 3-11— 254/539, 4-11— 1249/640, 4-10= 1880/4654, 5-10=-543/773, 5-9=-1304/3717,
6-9=-1672/654, 6-8=-662/1980
NOTES-
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. 1
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-2-0 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
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 fectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2959 lb uplift at joint 7 and 2010 lb uplift
at joint 2.
10) Use Simpson Strong -Tie HGUS26-3 (20-16d Girder, 8-16d Truss) or equivalent at 7-2-4 from the left end to connect truss(es) to
back face of bottom chord.
11) Use Simpson Strong -Tie HHUS26-2 (14-1Od Girder, 4-1 Od Truss) or equivalent at 9-1-8 from the! left end to connect truss(es) to
back face of bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
Fahri inni 1 901 R
12) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max.
C�itjg11j1fjtl 11PM9YPde.19.Parametersand READ NOTES ONTHIS AND INCLUDEDMITEKREFERANCEPAGE Mil-7473..1010312019BEFOREUSE.
valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
FDesign
Im
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, dellvery, erection and bracing of trusses and inks systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 1
Tampa, FL 33610
Job
Truss
Truss Type I
Qty
Ply
T13113608
1343527-SYNERGY-BAXL-
E01
Hip Girder
1
2
Job Reference (optional)
Builders FlrstSource, Fort Piece, FL 34945 a.1su s aep In zuI I rvu i eK muusmes, mc. i iiu reu i uaao.uo cv io rays c
D:gll8wLVNi6YkTT7fiBJ8hFyw6EN-XZUjSUwff1 UvEuwQPi2hk4DmeTkoYzOfy6GgaPzpYMO
NOTES-
13)oUse Simpson Strong -Tie HTU26 (20-10d Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 15-0-12 from the left end to connect truss(es) to back face of
bottom chord.
14) RII all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-70, 4-5=-70, 5-7= 70, 2-7=-20
Concentrated Loads (lb)
Vert: 10=-4362(B) 12=-2037(B) 13=-1454(B) 14=-1453(B) 15=-1468(B)
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03,2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB!89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113609
1343527-SYNERGY-BAXL-
EO2
Hip Girder
1
1
Job Reference (optional)
Builders I-Irstbource,
Fort I'IeCe, F-L 34y4b
I
a.1 JU S aep 10 ZUI t MI t eK IrWUSIrteS, iriu.
i nu reu t utnoo:ui eu to raye t
I D:gllBwLVNi6YkTT7fiBJBhFyw6EN-TybUtAyvBeldTC4pW749pV18MGJL02axQQlwelzpYMM
1-0-0
5-0-0
11-4-0
16-4-0
17-4-0
1-0-0
5-0-0
6-4-0
5-0-0
1-0-0
Scale = 1:30.2
6x8 —
5x6 =
NAILED NAILED
NAILED
3
10 11
12
4
5.00 F12
ao
N
5
2
1nn
6 °D
166
i nn
ss s
9
13 8 14
15
7
ss a
4x6 =
2x4 II
NAILED 4x6 =
NAILED
3x4 =
4x6 =
NAILED
5.0-0
11.4-0
16-4-0
5-0-0
6-4-0
5-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL) -0.11 7-9 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 1.00
Vert(CT) -0.27 7-9 >700 180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.18
Horz(CT) 0.05 5 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 74 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins.
3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing.
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1242/0-8-0, 5=1242/0-8-0
Max Horz 2=51(LC 12)
Max Uplift 2= 723(LC 4), 5=-723(LC 5)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2329/1378, 3-4=-2032/1304, 4-5= 2334/1381
BOT CHORD 2-9=-1218/2045, 7-9— 1216/2028, 5-7— 1187/2050
WEBS 3-9= 20/465, 4-7=-27/466
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding. 1
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 alrectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 723 lb uplift at joint 2 and 723 lb uplift at
joint 5. 1
7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 1
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 323 lb up at
5-0-0, and 251 lb down and 323 lb up at 11-4-0 on top chord, and 117lb down and 125 lb up at 5-0-0, and 117 lb down and 125 lb
up at 11-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3= 70, 3-4= 70, 4-6=-70, 2-5=-20
Concentrated Loads (lb) Joaquin Velez PE No.68182
Vert: 3= 204(F) 4=-204(F) 9=-82(F) 7= 82(F) 10= 76(F) 11= 76(F) 12=-76(F) 13=-26(F) 14= 26(F) 15— 26(F) MTek USA, Inc. FL Cert 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103/2015 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, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB ;89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610 .
Job
Truss
Truss Type
Cl
Ply
j
T13113610
1343527-SYNERGY-BAXL-
EJ1
Monopitch Structural Gable I
5
1
Job Reference (optional)
Builders I-Irstbource, tort rlece, I-L 34y4b
b.1:1U s 5ep lb ZUI I MI I eK Inausrrles, mc. I nu reD 1 uv:Jb:U/ zuiu rage 1
i6YkTT7fi BJ8hFyw6EN-TybUtAyvBeldTC4pW 749pV I EIGY504LxQQiwelzpYMM
2-8-0
5.00 F12
2
' 1
5x6 =
3
4
Scale=1:10.7
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL) -0.00 2-4 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.06
Vert(CT) -0.00 2-4 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
I
Weight: 10 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=50/Mechanical, 2=229/0-8-0, 4=23/Mechanical
Max Harz 2=82(LC 12)
Max Uplift 3=-57(LC 12), 2_ 120(LC 8)
Max Grav 3=50(LC 1), 2=229(LC 1), 4=45(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; hli 15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TUiss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) Gable studs spaced at 1-4-0 oc.
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
A fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb,uplift at joint 3 and 120 lb uplift at
joint 2.
i
Joaquin Velez PE No.66182
MiTek USA, Inc. FL Cert 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. IM312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based orgy upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verlty the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113611
1343527-SYNERGY-BAXL-
EJ3
Jack -Open
2
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FI
, Inc. I nu Feb 1 u9:36:uu zol8 Page 1
J 5 Le?4gbOMj rP2gs 11Xb5e4V UAkzpYM L
Scale = 1:11.4
LOADING (psf)
SPACING-
2-0-0
CSI.
i
DEFL.
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.35
Vert(LL)
-0.00
2-4
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.08
Vert(CT)
-0.01
2-4
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Hor2(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 11 Ib FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=65/Mechanical, 2=240/0-8-0, 4=26/Mechanical
Max Harz 2=89(LC 12)
Max Uplift 3_ 68(LC 12), 2=-119(LC 8)
Max Grav 3=65(LC 1), 2=240(LC 1), 4=52(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) T�is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other'ilive loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb' uplift at joint 3 and 119 lb uplift at
joint 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
®WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11,1I1-7473 rev. 10/03/2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T13113612
1343527-SYNERGY-BAXL—
EJ5
Jack -Open
12
1
�
Job Reference (optional)
buiiaerS i- rsi6ource, rort rieCe, t-L'J4V4b i b.iou s aep lb zui i IVII I eK Inaustrles, mc. i nu reD 7 uu:Jb:lu ZU1C rage 1
I D:q I18wLVNi6YkTT7fiBJ8hFyw6EN-tXHcV B_nUZ7CKfoOCFesRBwdZUVcDR5060_bFdzpYMJ
-1-0-0 I 1 5-0-0 I
5X6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL)
-0.03
2-4
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.26
Vert(CT)
-0.05
2-4
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=146/Mechanical, 2=319/0-8-0, 4=46/Mechanical
Max Horz 2=136(LC 12)
Max Uplift 3=-131(LC 12), 2=-124(LC 8)
Max Grav 3=146(LC 1), 2=319(LC 1), 4=92(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale=1:15.5
PLATES GRIP
MT20 244/190
Weight: 17 lb FT = 20%
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h 115ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a irectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3 and 124 lb uplift at
joint 2. 1
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, IWON2015 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, not
�'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Rate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113613
1343527-SYNERGY-BAXL—
EJ6
Jack -Open
11
1
Job Reference (optional)
ouimers rlrstbource, tort Piece, t-L 34!J4b
LP
2
5.00 FIT
0-0
0.1 Jv S Oep I D Zv I I IVII I UK IIIUU701e0, IIIG. 11 IU reu I Vy:JO: I r Cv I o rdgJ I
18wLVN i6YkTT7fi BJ8hFyw6EN-AtCGzb4Agi?Cgkgk6DGV DcipjltUMbgQjzAS?jzpYMC
5
3
4
Scale = 1:17.1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
vert(LL) -0.05
2-4 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.37
Vert(CT) -0.10
2-4 >622 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
I
Weight: 20 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=178/Mechanical, 2=354/0-8-0, 4=54/Mechanical
Max Horz 2=155(LC 12)
Max Uplift 3=-156(LC 12), 2=-129(LC 8)
Max Grav 3=178(LC 1), 2=354(LC 1), 4=109(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h 15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 5-9-41one; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a (rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 3 and 129 lb uplift at
joint 2.
I
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 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, not
��
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabricatlon, storage, delivery, erection and bracing of trusses and Inks systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street Sulte 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
-
I
T13113614
1343527-SYNERGY-BAXL—
EJ7
Jack -Open
23
1
Job Reference (optional)
buiiaerS rlrSibource, ron rlece, rL 04e40
0
tl.l Ju soap 10 euI t rvll I eK lnuusule5, inu. i nu reu i uu;Jo;eu eu I o rdye I
I D:ql I8wLVNi6YkTT7fi BJ8hFyw6EN-aSuOcc637dNnXBZJnLpCrFKMbW gbZyZsPxP7cl zpYM9
7-0-0
5.00 FIT I 5
2
Scale = 1:20.6
3 n
o
6 6�
5x6 = 4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.I in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LLI) 0.14
2-4 >552 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.67
Vert(CT) -0.20
2-4 >396 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 23 lb FT = 20%
LUMBER-
BRACIN'G-
TOP CHORD 2x4 SP No.1
TOP CHORD
�I
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CH RD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=206/Mechanical, 2=405/0-8-0, 4=81/Mechanical
Max Harz 2=182(LC 12)
Max Uplift 3=-164(LC 12), 2=-139(LC 12)
Max Grav 3=206(LC 1), 2=405(LC 1), 4=125(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
I
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gripe DOL=1.60
2) T),1is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live' loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 3 and 139 lb uplift at
joint 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorp6rate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlilongl temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse vAih possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safely Intormation available from Truss Plate Institute, 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. I
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113615
1343527-SYNERGY-BAXL-
EJ31
Jack -Open
1
1
i
Job Reference (optional)
fsuuaers rlrslsource, r-on niece, r-L 34y4b
2
5x6 =
5.00 F12
8.13U S Sep 1 b ZUI / MI I eK inausines, Inc. I nu re0 1 Uy:3tl:uu zui t3 rage i
ID:q118wLVNi6YkTT7fiBJ8hFyw6EN-PLjElsz9jF?LjVDBeX6dvwNao471 U-rEtkE1jAzpYMK
3
4
Scale=1:12.8
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.I in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL) 0.04
2-4 >911 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.41
Vert(CT) 0.04
2-4 >990 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 13lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-8-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CH i RD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=94/Mechanical, 2=265/0-8-0, 4=33/Mechanical
Max Harz 2=105(LC 12)
Max Uplift 3=-90(LC 12), 2=-182(LC 8), 4=-46(LC 8)
Max Grav 3=94(LC 1), 2=265(LC 1), 4=65(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- i,
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 j
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other livelloads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 3, 182 lb uplift at joint
And 46 lb uplift at joint 4. i
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE M11-7473 rev, 10/012015 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, not
�'
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building destgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113616
1343527-SYNERGY-BAXL-
EJ32
Jack -Open Girder I
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
4x6 =
;. Thu Feb 1 09:36:10 2018 Page 1
FesR8woyUWADR5060_bFdzpYMJ
Scale=1:11.4
LOADING (psf) SPACING- 2-0-0 CSI, DEFL. I in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 1-3 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.01 1-3 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(C I) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2017TFP12014 Matrix-P I Weight:11 lb FT=20%
i
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=85/Mechanical, 3=185/Mechanical, 1=153/0-4-0 I
Max Harz 1=77(LC 8)
Max Uplift 2=-79(LC 8), 3=-123(LC 4), 1= 82(LC 5)
it
FORCES. (Ib) -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=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
G�,pi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60 i
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 2, 123 lb uplift at joint
3 and 82 lb uplift at joint 1.
6) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
7) In the LOAD GASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)..
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-70, 1-3=-20
Concentrated Loads (lb)
Vert: 4=-203(B)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev, 10103/2015 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, not
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
i
T13113617
1343527-SYNERGY-BAXL-
EJ51
Jack -Open
2
1
I
Job Reference (optional)
Builders FirstSource, Fort Pie
Thu Feb 1 09:36:11 2018 Page 1
rNaly95_LToCtgSyuLXL2j8n3zpYM I
Scale=1:16.8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. I
in
(loc)
I/dell
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.87
Vert(LL)
-0.05
2-4
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.35
Vert(CT)
-0.09
2-4
>683
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
I
Weight: 19 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=172/Mechanical, 2=347/0-8-0, 4=53/Mechanical
Max Harz 2=151(LC 12)
Max Uplift 3=-151(LC 12), 2= 128(LC 8)
Max Grav 3=172(LC 1), 2=347(LC 1), 4=105(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15it Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 5-7-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live oads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) P,rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb upi ift at joint 3 and 128 lb uplift at
joint 2.
Joaquin Velez PE No.66162
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED miTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
i
T13113618
1343527-SYNERGY-BAXL-
EJ52
Monopitch Girder
1
1
I
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
3x4 = I 2x4 11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. j in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL) 0.12
1-3 >504 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.70
Vert(CT) -0.17
1-3 >367 180
BCLL 0.0
Rep Stress ]nor NO
WB 0.00
Horz(CT) 0.00
n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
l
Weight: 26 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-8-0 oc purlins,
BOT CHORD 2x6 SP M 26
j
except end verticals.
WEBS 2x4 SP No.3
BOTCH
Rigid ceiling directly applied or 7-7-7 oc bracing.
REACTIONS. (lb/size) 1=881/0-8-0, 3=1157/Mechanical
IRD
Max Harz 1=132(LC 8)
Max Uplift 1=-429(LC 8), 3=-673(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown.
NOTES- i
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 429 lb uplift at joint 1 and 673 lb uplift at
joint 3.
6) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 1-9-1 from the left end to connect
truss(es) to front face of bottom chord.
7) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 3-8-12 from the left end to
connect truss(es) to front face of bottom chord.
8) Fill all nail holes where hanger is in contact with lumber.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-70, 1-3=-20
Concentrated Loads (lb)
Vert: 4= 275(F) 5=-1296(F)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M1F7473 rev. 1010312015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brining
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DS8-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. '
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
I
T13113619
1343527-SYNERGY-BAXL
EJ53
Jack -Open
3
1
Job Reference (optional)
9
ADEQUATE 3x4 =
SUPPORT
REQUIRED
0.I3u S aep 10 euI t NII I eK Inaustries, Inc. I nu reD 1 wo:36:13 2u1u rage T
'kTT7fiBJ8hFyw6EN-16yl8D1 gmUVnB7XytNBZ3mYDThTNQoggoLCFsxzpYMG
3-2-0
3
5.00 F12
m
0
5x6
4
0
6
Scale = 1:16.2
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. I in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.56
Vert(LL) 0.10
2-4 >558 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.51
Vert(CT) -0.09
2-4 >650 180
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.06
4 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-R
Weight: 17lb Ff = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc puffins.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
2-5: 2x4 SP No.3
REACTIONS. (lb/size) 1=219/Mechanical, 3=138/Mechanical, 4=81/Mechanical i
Max Harz 1=123(LC 12)
Max Uplift 1= 63(LC 12), 3= 99(LC 12), 4= 20(LC 12)
Max Grav 1=219(LC 1), 3=138(LC 1), 4=93(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. j
I
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
CaCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1;60 plate grip DOL=1.60 1
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. I
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 1, 99 lb uplift at joint 3
and 20 lb uplift at joint 4.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE.
°
Design valid for use only with MReko connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
p�
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113620
1343527-SYNERGY-BAXL-
EJ54
Jack -Open
1
1
Job Reference (optional)
Builders Firstsource, Fort Piece, FL
2x4 =
is, Inc. Thu Feb 1 09:36:14 2018 Page 1
idepG69R5ioc_5Ri5l L9ERzl?yo00zpYMF
M
Scale=1:14.1
LOADING (psf)
SPACING- 2-0-0
CSI.
I
DEFL. in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(LL) 0.14
1-7 >393 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.79
Vert(CTi) 0.12
1-7 >468 180
BCLL 0.0 *
Rep Stress Incr YES
WB 0.11
Horz(CT) -0.02
4 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
I
Weight: 19 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc puffins.
2-3: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=207/0-8-0, 4=44/Mechanical, 5=163/Mechanical
Max Harz 1=108(LC 12)
Max Uplift 1=-63(LC 12), 4=-36(LC 12), 5= 72(LC 12)
I
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
WEBS 2-7=-143/354
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Vjind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-4-0 to 3-0-0, Exterior(2) 3-0-0 to 4-11-4 zone; cantilever left and right exposed
;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding. I
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) *this truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 1, 36 lb uplift at joint 4
and 72 lb uplift at joint 5.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- VerW desfgn parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI1-7473 rev. 10/03&015 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, not
a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrkation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113621
1343527-SYNERGY-BAXL-
EJ55
Monopitch Girder
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
5-0-0 '
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:14 2018 Page 1
118wLV Ni6YkTT7fi BJBhFyw6EN-ml W 7LZ1 IXndepG69R5ioc_5PJ5rK9F4zl ?yoOOzpYM F
2x4 II
3x4 = i 2x4 11
5-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. ,
in
(loc) I/dell
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
Vert(LL)',
0.06
1-3 >871
240
TCDL 15.0
Lumber DOL
1.25
BC 0.40
Vert(CT)
-0.08
1-3 >694
180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP M 26
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 1=628/0-8-0, 3=74 1 /Mechanical
Max Horz 1=117(LC 8)
Max Uplift 1=-344(LC 8), 3=-499(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale:3/4°=1'
PLATES GRIP
MT20 244/190
Weight: 23 lb FT = 20%
Structural wood sheathing directly applied or 5-0-0 oc puriins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- i
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL,=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 1 and 499 lb uplift at
joint 3.
6) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 2-5-1 from the left end to connect
truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down.
7) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 3-0-12 from the left end to connect
truss(es) to front face of bottom chord.
8) Fill all nail holes where hanger is in contact with lumber.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-70, 1-3=-20
Concentrated Loads (lb)
Vert: 4=-307(F) 5=-655(F)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE 11111-7473 rev. 10/032015 BEFORE USE
Design valid for use only with Mllek® connectors. This design Is based orgy upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI I Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Tampa; FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113622
1343527-SYNERGY-BAXL-
EJ56
Jack -Open
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
5x6 =
1 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:15 2018 Page 1
I D:gliewLVNi6YkTT7fiBJ8hFyw6E N-EU4VYv2w151 U RQhL_oD 18BdcHV9dui W 7FfhMwgzpYME
Scale=1:14.1
1-4-0 0-8-0
3-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL) 0.08
6-7 >657 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.46
Vert(CT) -0.09
6-7 >603 180
BCLL 0.0
Rep Stress Incr YES
WB 0.05
Horz(CT) -0.01
5 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 19lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 "Except`
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
3-4: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=103/Mechanical, 2=319/0-8-0, 6=90/Mechanical
Max Horz 2=120(LC 12)
Max Uplift 5=-84(LC 12), 2=-137(LC 8), 6=-17(LC 12)
Max Grav 5=103(LC 1), 2=319(LC 1), 6=111(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 1-4-0, Exterior(2) 1-4-0 to 4-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) '*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 5, 137 lb uplift at joint
2 and 17 lb uplift at joint 6.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE.
Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avaliable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113623
1343527-SYNERGY-BAXL-
E,161
Jack -Open
7
1
I
Job Reference o tional
nulluers rastaource, t-orr I
Sx6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. I
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.41
Vert(ILL)
0.04
3
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.66
Vert(CT)
0.03
3
>999
180
BCLL 0.0 "
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.02
5
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-R
i
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
3-9,6-7: 2x4 SP No.3
REACTIONS. (lb/size) 4=78/Mechanical, 2=360/0-8-0, 5=168/Mechanical
Max Horz 2=155(LC 12)
Max Uplift 4=-53(LC 12), 2=-126(LC 8), 5=-68(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-298/186
BOT CHORD 2-9=-422/277, 3-8=-98/281, 7-8=-505/323, 6-7=-272/178, 3-6=-306/485
5-
:. I hU Feb 1 09:36:18 2018 Page 1
vgwnkmq F6di8H524ZydwOX9zpYM B
Scale=1:17.1
0
Y
PLATES GRIP
MT20 244/190
Weight: 24 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 5-9-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 4, 126 lb uplift at joint
2 and 68 lb uplift at joint 5.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® {YARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 101012015 BEFORE USE
'
Design valid for use only with MfrekO connectors. This design Is based only upon parameters shown, and is for on Individual bullding component- not
a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly incorporate this design Into the overall
bullding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrtualion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. I
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T13113624
1343527-SYNERGY-BAXL-
FG1
Flat Girder
1
2
Job Reference (optional)
cunoers Nrsiaource, 1011 rlece, rL J4`J40
4-0-2
6xB =
1 23
22
3x6 11
4x6 = 46 =
2 24 3 25
21 20
46 = 4x6 =
tl.IJu s 6ep lb 2uI I MI I ex inausines, Inc. I nu r-eD 1 u9:J6:22 zul6 rage 1
Vi6YkTT7fiBJ8hFyw6EN-Xr?9018JfFeVnVjhvmrgwgQkVJQrl f59sFuDgwzpYM7
Scale = 1:57.9
6x12 MT20HS =
8x14 MT20HS =
2x4 11
5x8 =
7x108 =
=
4x6 =
6x8 =
E6 4 P7 5 28
6 29
7 30
I
31 32 33
34x6
4 9 35
10 36
11
II
12
19 18
17
I
16
15
14
13
5x12 = 5x6 =
5x12 =
2x4 I I
5x12 =
6x12 MT20HS =
5x8 =
3x4 11
it
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS (ESSENTIAL.
4-0-2
7-6-12
11-3-4 ,
14-3-8 _, 17-1-13
20-0-3
23-0-7
26-8-15
4-0-2
3-6-10
3-8-8
3-0-4 2-10-6
2-10-6 ,
3-0-4 1
3-8-8
Plate Offsets (X,Y)--
[1:0-4-0,0-3-121, 14:0-7-0,0-5-01, [5:0-4-0,0-2-81, [8:0-5-0,0-4-81, [13:0-4-0,0-2-01, [14:0-6-0,0-3-41, [17:0-4-12,0-2
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. I
in (loc)
I/deft Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.60
Vert(LL);
-0.25 15
>999 240
TCDL 15.0
Lumber DOL
1.25
BC 1.00
Vert(CT),
-0.58 14-15
>468 180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.89
Horz(CT)
0.07 12
n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
LUMBER- BRACING -
TOP CHORD 2x6 SP M 26 TOP CHORD
BOT CHORD 2x4 SP No. i 'Except'
18-22: 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.2 "Except'
1-22,11-12,4-19,8-15: 2x8 SP 240OF 2.0E
10-13,9-14,3-20,2-21,7-16,5-18,6-17: 2x4 SP No.3
REACTIONS. (lb/size) 22=1066/0-7-4, 19=8393/0-8-0, 12=3215/0-4-0
Max Horz 22=-61(LC 6)
Max Uplift 22=-1796(LC 4), 19= 1972(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-22=-1020/1720, 1-2=-81/2869, 2-3=0/5128, 3-4=-130/11040, 4-5=-130/11040,
5-6=-4758/0, 6-7=-4758/0, 7-8=-12978/0, 8-9= 12978/0, 9-10= 11658/0, 10-11= 7623/0,
11-12=-3112/0
BOT CHORD 21-22=-335/189, 20-21=-2869/81, 19-20=-5128/0, 18-19- 2640/44, 17-18= 2640/44,
16-17=0/9723, 15-16=0/9723, 14-15=0/11840, 13-14=0/7623, 12-13=0/645
WEBS 4-19=-2073/897, 8-15= 1685/0, 11-13=0/7389, 10-13=-2427/0, 9-14=-1621/0,
10-14=0/4702, 3-19=-7302/2880, 1-21=-2729/0, 3-20=-179/1529, 2-21=0/891,
2-20- 4497/288, 7-15=0/3553, 5-19=-9329/131, 7-17= 5613/0, 5-17=0/7921,
6-17=-1192/467, 9-15=0/1312
1E
PLATES GRIP
MT20 244/190
MT20HS 187/143
' Weight: 397 lb FT = 20%
Structural wood sheathing directly applied or 5-8-14 oc purlins,
except end verticals.
Rigid ceiling directly applied or 5-4-0 oc bracing.
NOTES-
1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60
plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1796 lb uplift at joint 22 and 1972 lb
uplift at joint 19.
Load case(S) 4, 5, 6, /, 8, 9, 12, 13, 1b, 16, 11, l8, 19, 2U, 21, 22, 23, 24,'L/, 28, 29, 3u, 31, 32 nas/nave Deen modltleci.
Joaquin Velez PE No.68182
Mi7ek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
Fahruary 1 9f11R
Q&tWd0wM _leslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE.
Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113624
1343527-SYNERGY-BAXL—
FG1
Flat Girder
1
2
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:22 2018 Page 2
I ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-Xr?9018JfFeVnVjhvmrgwgQkVJQr1 f59sFuDgwzpYM7
NOTES-
10)41anger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 582 lb down and 422 lb up at 0-3-10, 636 lb down and 496 lb up at
2-0-12, 636 lb down and 496 lb up at 4-0-12, 636 lb down and 496 lb up at 6-0-12, 543 lb down and 412 lb up at 8-0-12, 551 lb down and 444 lb up at 10-0-12, 551 lb
down and 213 lb up at 12-2-4, 551 lb down and 255 lb up at 14-2-4, 551 lb down and 255 lb up at 16-2-4, 551 lb down and 244 lb up at 18-2-4, 551 lb down and 202 lb
up at 20-2-4, 551 lb down and 162lb up at 22-2-4, 551 lb down and 138 lb up at 24-2-4, 551 lib down and 124lb up at 26-2-4, 551 lb down and 103 lb up at 28-2-4, 551
iP down and 99 lb up at 30-2-4, 551 lb down and 99 lb up at 32-2-4, and 960 lb down at 24-10-0, and 960 lb down at 20-10-0 on top chord. The design/selection of
such connection device(s) is the responsibility of others. I
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf) II
Vert: 1-11=-70, 12-22= 20
Concentrated Loads (lb)
Vert: 1=-582 10— 551 2=-636 7=-551 5=-551 23=-636 24=-636 25_ 543 26=-551 27=-551 28=-551 29= 551 31=-551 32=-551 34=-551 35=-551 36=-551
4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 I
Uniform Loads (plf)
Vert: 1-11=47, 19-22=28, 12-19= 10
Horz: 1-22=24
Concentrated Loads (lb)
Vert: 1=402 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29=199 30=-960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54
5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=47, 19-22=28, 12-19= 10
Harz: 1-22= 35
Concentrated Loads (lb)
Vert: 1=402 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29=199 30_ 960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54
6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=3, 19-22=18, 12-19=-20
Horz: 1-22-47
Concentrated Loads (lb)
Vert: 1=422 10=99 2=496 7=202 5=255 23=496 24=496 25--112 26=444 27=213 28=255 29=244 30= 960(F) 31 =1 62 32=138 33=-960(F) 34=124 35=103 36=99
7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 I
Uniform Loads (plf) j
Vert: 1-11=3, 19-22=18, 12-19= 20
Harz: 1-22=-12
Concentrated Loads (lb)
Vert: 1=422 10=99 2=496 7=202 5=255 23=496 24=496 25-412 26=444 27=213 28=255 29=244 30=-960(F) 31 =1 62 32=138 33=-960(F) 34=124 35=103 36=99
8) Dead +0.6 MWFRS Wind (Pos. Internal)1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=47, 12-22=-10
Harz: 1-22=14
Concentrated Loads (lb)
Vert: 1=402 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29=199 30=-960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54
9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=47, 12-22= 10
Harz: 1-22=-30
Concentrated Loads (lb)
Vert: 1=402 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29'=199 30— 960(F) 31=117 32=93
33=-960(F) 34=79 35=59 36=54
12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Qniform Loads (plf)
Vert: 1-11=3, 12-22= 20
Harz: 1-22=37
Concentrated Loads (lb)
Vert: 1=422 10=99 2=496 7=202 5=255 23=496 24=496 25=412 26=444 27=213 28=255 29=244 30=-960(F) 31 =1 62
32=138 33=-960(F)34=124 35=103 36=99
13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=3, 12-22=-20
Harz: 1-22=-7
Concentrated Loads (lb)
Vert: 1=422 10=99 2=496 7=202 5=255 23=496 24=496 25=412 26=444 27=213 28=255 29=244 30=-960(F) 31 =1 62
32=138 33— 960(F) 34=124 35=103 36=99
15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=-35, 19-22=9, 12-19= 20
Horz: 1-22=36
Concentrated Loads (lb)
Vert: 1=289 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28=167 29=158 30= 720(F) 31=97 32=79
33=-720(F) 34=68 35=53 36=50
16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=-35, 19-22=9, 12-19=-20
Horz: 1-22=-9
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 10/0=015 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. not
�'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and,BCSI Building Component
6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA 22314.
Tampa, FL 33610
Job
Truss
Truss We
Qty
Ply
T13113624
1343527-SYNERGY-BAXL-
FG1
Flat Girder
1
2
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
8.130 S Sep 15 2017 MI I eK industries, Inc. i nu t-eD 1 uu:3ti:22 2U18 rage 3
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-Xr?9018JfFeVnVjhvmrgwgQkVJQr1 f59sFuDgwzpYM7
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 1=289 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28= 67 29=158 30=-720(F) 31=97 32=79 33=-720(F) 34=68 35=53 36=50
17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Hniform Loads (plf)
Vert: 1-11=-35, 12-22� 20
Horz: 1-22=28
Concentrated Loads (lb)
Vert: 1=289 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28=167 29=158 30= 720(F) 31=97 32=79 33= 720(F) 34=68 35=53 36=50
18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=-35, 12-22=-20
Horz: 1-22= 5
Concentrated Loads (lb)
Vert: 1=289 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28=167 29=158 30=-720(F) 31=97 32=79 33= 720(F) 34=68 35=53 36=50
19) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase) 1.60
Uniform Loads (plf)
Vert: 1-11=47, 19-22=28, 12-19=-10
Horz: 1-22=24
Concentrated Loads (lb)
Vert: 1=-282 10= 355 2=-331 7=-352 5= 243 23=-331 24=-331 25=-309 26=-314 27=-327 28=-243 29=-350 30= 960(F) 31=-355 32=-358 33— 960(F) 34=-361
35=-365 36=-355
20) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=47, 19-22=28, 12-19= 10
Horz: 1-22= 35
Concentrated Loads (lb)
Vert: 1=-28210=-355 2=-331 7=-352 5= 243 23= 331 24— 331 25=-309 26_ 314 27=-327 28=-243 29=-350 30= 960(F) 31=-355 32=-358 33=-960(F) 34=-361
35=-365 36=-355 1
21) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=3, 19-22=18, 12-19=-20
Horz: 1-22=47
Concentrated Loads (lb)
Vert: 1=-262 10=-311 2= 286 7=-307 5=-198 23=-286 24— 286 25=-264 26=-270 27=-283 28=-198 29=-305 30= 960(F) 31=-310 32=-313 33=-960(F) 34=-317
35=-320 36=-311
22) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase-1.60
Uniform Loads (pit)
Vert: 1-11=3, 19-22=18, 12-19=-20
Horz: 1-22=-12
Concentrated Loads (lb)
Vert: 1=-262 10=311 2= 286 7=-307 5= 198 23=-286 24=286 25=-264 26= 270 27=-283 28=-198 29=-305 30=-960(F) 31=-310 32= 313 33=-960(F) 34= 317
35=-320 36=-311
23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=47, 12-22=-10
Horz: 1-22=14
Concentrated Loads (lb)
Vert: 1— 282 10= 355 2= 331 7=-352 5=-243 23=-331 24=-331 25=-309 26=-314 27=-327 28=-243 29= 350 30=-960(F)
31=-355 32= 358 33=-960(F) 34=-361 35=-365 36= 355
24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=47, 12-22= 10
Horz: 1-22= 30
Concentrated Loads (lb)
Vert: 1=-282 10— 355 2=-331 7=-352 5=-243 23=-331 24=-331 25=-309 26=-314 27=-327 28=-243 29— 350 30=-960(F)
31= 355 32=-358 33=-960(F) 34=-361 35= 365 36— 355
27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Incre6se=1.60
Uniform Loads (plf)
Vert: 1-11=3, 12-22=-20
Horz: 1-22=37
Concentrated Loads (lb)
Vert: 1=-262 10=-311 2=-286 7=-307 5=-198 23=-286 24= 286 25=-264 26=-270 27=-283 28=-198 29=-305 30=-960(F)
31=-310 32=-313 33=-960(F) 34=-317 35=-320 36=-311
28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=3, 12-22=-20
Horz: 1-22=-7
Concentrated Loads (lb)
Vert: 1= 262 10= 311 2=-286 7=-307 5=-198 23_ 286 24=-286 25=-264 26=-270 27=-283 28=-198 29= 305 30=-960(F)
31=-310 32= 313 33= 960(F) 34=-317 35=-320 36=-311
29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=-35, 19-22=9, 12-19=-20
Horz: 1-22=36
® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 101032015 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 not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
building prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.fabricatlon,
storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Tampa, FL 33610
Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
Qty
Ply
T13113624
1343527-SYNERGY-BAXL—
FG1
Flat Girder
1
2
Job Reference (optional)
builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:22 2018 Page 4
ID:qll8wLVNi6YkTT7fiBJ8hFyw6EN-Xr990IBJfFeVnVjhvmrgwgQkVJQrl f59sFuDgwzpYM7
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 1= 419 10=437 2=455 7=-434 5=-353 23— 455 24=-455 25=-399 26=406 27J 16 28=-353 29=433 30=-720(F) 31=-437 32=439 33=-720(F) 34=-441
35=-444 36=437
30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Inc ease=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=-35, 19-22=9, 12-19= 20
Harz: 1-22=-9
Concentrated Loads (lb)
Vert: 1=-419 10— 437 2=-455 7=434 5=-353 23= 455 24=455 25=-399 26=-406 27= 416 28=-353 29=-433 30= 720(F) 31=-437 32=439 33=-720(F) 34= 441
35= 444 36=437
31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11 _ 35, 12-22= 20
Horz: 1-22=28
Concentrated Loads (lb)
Vert: 1=-419 10=-437 2= 455 7=434 5= 353 23= 455 24= 455 25=-399 26=406 27=4116 28=-353 29= 433 30=-720(F) 31=-437 32=439 33— 720(F) 34=-441
35— 444 36=-437
32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-11=-35, 12-22=-20
Harz: 1-22=-5
Concentrated Loads (lb)
Vert: 1=419 10_ 437 2= 455 7=434 5= 353 23= 455 24=-455 25— 399 26=-406 27=4116 28= 353 29=433 30=-720(F) 31= 437 32=439 33=-720(F) 34=-441
35=-444 36=437
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE.
Design valid for use only with Mlfek® connectors. fits design Is based ody upon parameters shown, and Is for an individual building component, not
�'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bulding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 8CSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T13113625
1343527-SYNERGY-BAXL-
FG2
Flat Girder
1
2
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:24 2018 Page 1
ID gll8wLVNi6YkTT7fiBJ8hFyw6EN-TD7vR_9ZBsuDOpt4OBu8?5V4B76KVZdSKZNMpzpYM5
4-1-4 7-9-0 11.4-12 14-3-3 17-1-10 20-0-1 22-10-8 26-6-4 30-2-0 34-3-4
4-1-4 3-7-12 3-7-12 2-10-7 2-10-7 2-10-7 2-10-7 3-7-12 3-7-12 4-1-4
LUS26 LUS26
6x12 MT20HS =
Scale=1:57.9
5x8 = 4x6 = LUS26 5x8 = 8x14 MT20HS = 2x4 11 I 5x8 = 7x10 = 4x6 = 4x6 = 8x10 =
1 23 2 24 325 26 4 27 5 28 6 29 7 30 8 31 932 33 10 84 11
22 21 20
19 5x6 = 5x12 = 1 2x4 11 5x8 = 6x12 MT20HS = 5x8 = 3x6 II
3x4 11 4x6 = 4x6 =
6x8 =
I
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
4-1-4 7-9-0 11-4-12
I
I
11 -4 14-3-3 17-1-10 20-0-1 i 22-10-8 26 6-4 30-2-0 34-3-4
4-1.4 3-7-12 3-7-12
0- -8 2-7-15 2-10-7 2- 0-7 2-10-7 3-7-12 3-7-12 4-1-4
Plate Offsets (X Y)-- [3:0-3-8,0-2-8], [4:0-7-0,0-4-12], [5:0-4-0,0-2-8], [8:0-5-0,0-4-8], [11:0-5-0,0-4-4], [13:0-4-0,0-2-0], [14:0-6-0,0-3-4], [17:0-4-12,0-2-8], [i 8:0-3-0,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.' in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL) 0.38 14-15 >721 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 1.00
Vert(CT) -0.57 14-15 >474 180
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr NO
WB 0.89
Horz(CT) 0.06 12 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 392 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP M 26
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
BOT CHORD 2x4 SP No.1 'Except`
except end verticals.
18-22: 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing.
WEBS 2x4 SP No.2 *Except'
1-22,11-12: 2x8 SP 240OF 2.0E
4-19,5-18,6-17,7-16,8-15,3-20,2-21,10-13,9-14:
2x4 SP No.3
REACTIONS. All beatings 11-7-4 except Gt=length) 12=0-6-0.
(lb) - Max Harz 22=-61(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) except 22=-450(LC 4), 12=-2434(LC 5),
19=-3663(LC 5), 21= 762(LC 5), 20= 863(LC 1)
Max Grav All reactions 250 lb or less at joint(s) 20 except 22=569(LC 1), 12=5299(LC
1), 19=8486(LC 1), 19=8486(LC 1), 21=1279(LC 1)
FORCES. Ob) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-22— 545/482, 1-2=-478/1128, 2-3— 1650/3817, 3-4= 4701/10842, 4-5=-4701/10842,
5-6=-4525/1819, 6-7=-4525/1819, 7-8=-11827/5235, 8-9=-11827/5235, 9-10_ 11407/5241,
10-11 =-7736/3721, 11-12=-5195/2416
BOT CHORD 20-21=1128/478, 19-20= 3817/1650, 18-19=-2688/1312, 17-18=-2688/1312,
16-17=-3830/8933, 15-16=-3830/8933, 14-15=-5309/11553, 13-14= 3721l7736,
12-13=-328/656
WEBS 4-19= 2067/1009, 5-19_ 8941/3716, 5-17=-3432/7909, 6-17=-11651518, 7-17=-4834/2206,
7-15= 1541/3174, 8-15=-1290/622, 3-19— 7452/3240, 1-21= 1273/572, 3-20=-444/1771,
2-21=-754/604, 2-20— 2853/1252, 11-13=-3583/7478, 9-15=0/290, 10-13=-2400/1229,
9-14=-1305/606, 10-14=-1621/3913
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-3-0 oc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;1 Cat. 11; Exp C; Encl.,
Joaquin Velez PE No.68182
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
MiTek USA, Inc. FL Cert 6634
5) All plates are MT20 plates unless otherwise indicated.
6804 Parke East Blvd. Tampa FL 33610
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Date:
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
February 1,2018
will fit between the bottom chord and any other members.
® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE.
--
.
Design valid for use only with MIIek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not
�'
a Iniss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
III
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
Qry
Ply
T13113625
1343527-SYNERGY-BAXL-
FG2
Flat Girder
1
2
Job Reference (optional)
Hullders Flfstbource, Fort NIeCe, I-L 34945
NOTES-
8) P_rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 4E
uplift at joint 21 and 863 lb uplift at joint 20.
9) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-1 Od Truss, Single Ply Girder) or equivalent s
connect truss(es) to front face of top chord.
10) Fill all nail holes where hanger is in contact with lumber.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated I
at 0-3-10, 543 lb down and 412 lb up at 8-0-12, 551 lb down and 444 lb up at 10-0-12, 551
lb down and 255 lb up at 16-2-4, 551 lb down and 259 lb up at 18-2-4, 551 lb down and 272
lb up at 24-2-4, 551 lb down and 299 lb up at 26-2-4, 551 lb down and 339 lb up at 28-2-4,
32-2-4 on top chord. The design/selection of such connection device(s) is the responsibility c
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:25 2018 Page 2
18wLVNi6YkTT7fi BJ8hFyw6EN-xQhHf KACxAo4ezSGauPNY12FxXSZEOtbZD6tHFzpYM4
lb uplift at joint 22, 2434 lb uplift at joint 12, 3663 lb uplift at joint 19, 762 lb
at 2-0-0 oc max starting at 2-0-12 from the left end to 6-0-12 to
id(s) 2696 lb down and 871 lb up at 33-11-10, 582 lb down and 422 lb up
down and 213 lb up at 12-2-4, 551 lb down and 255 lb up at 14-2-4, 551
up at 20-2-4, 551 lb down and 283 lb up at 22-2-4, 551 lb down and 290
d 551 lb down and 377lb up at 30-2-4, and 551 lb down and 377lb up at
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-11=-70, 12-22=-20
Concentrated Loads (Ib)
Vert: 1= 582 11=-2100(F) 5=-551 7= 551 2=-636(F) 10=-551 23=-636(F) 24=-636(F) 25--543 26=-551 27=-551 28=-551 29=-551 30=-551 31=-551 32= 551
33=-551 34= 551 1
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11-7473 rev. 10/03/2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For generalguidanceregarding the
fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
T13113626
1343527-SYNERGY-BAXL-
FG3
Roof Special Girder
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 1 8.130 s Sep 15 2017 MI I eK Industries, Inc. I nu heD 1 u9:36:26 2u18 Page 1
1 D:q I18wLVNi6YkTT7fi BJ8hFyw6EN-PcFfsgBgiT8xF60SBcwc5W aU FwxJzVckntsRphzpYM3
2-10-8 7.0-8 11-2-8 14-1-0
2-10 8 4-2.0 4-2-0 2-10-8
i
2x4 11 I 4x6 = 4x6 = Scale=1:28.9
1 4x6 = i3 24x6 = 14 15 3 16 17 4 18 19 5
I
�I
II
I
II
MO =
I
10 I 8
o7x10= 9
v 3x8 =
11
7
12 6x8 = 2x4 II
2x4 11 6x8 =
0
v
LOADING (psf)
SPACING-
2-0-0
CS].
DEFL. ' in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
Vert(LL) 0.05
9 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.39
Vert(CT) -0.07
8-9 >999 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.73
Horz(CT) 0.06
6 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 124lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-4-3 oc purlins,
BOT CHORD 2x4 SP No.2 *Except*
except end verticals.
2-11,4-7: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-10-6 oc bracing.
WEBS 2x4 SP No.3 *Except*
1-12,5-6: 2x6 SP No.2
REACTIONS. (lb/size) 12=1420/0-3-8, 6=1939/0-3-0
Max Uplift 12=-670(LC 4), 6=-1157(LC 4)
Max Grav 12=1420(LC 1), 6=1967(LC 2)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-12=-1383/675, 1-2= 1068/514, 2-3=-1726/909, 3-4=-1726/909, 4-5=-1239/729,
5-6=-1933/1162
BOT,CHORD 2-10— 1177/630, 9-10— 527/1099, 8-9=-743/1265, 4-8= 1358/871
WEBS 1 -1 0=-805/1668, 2-9=-483/799, 3-9=-878/544, 4-9=-211/592, 5-8= 1130/1917
NOTES-
1) Wand: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 670 Ib uplift at joint 12 and 1157 Ib uplift
at joint 6.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 284 Ib down and 133 Ib up at
2-1-4, 256 Ib down and 153 Ib up at 4-1-4, 275 Ib down and 170 Ib up at 6-1-4, 294 Ib down and 212 Ib up at 8-1-4, 277 Ib down
and 283 Ib up at 10-1-4, and 449 Ib down and 338 Ib up at 12-1-4, and 456 Ib down and 338 Ib up at 13-0-12 on top chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-70, 11-12=-20, 8-10=-20, 6-7= 20
Concentrated Loads (lb)
Vert: 13= 256 14=-256 15=-256 16=-256 17= 256 18_ 423 19= 430
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. W103/2015 BEFORE USE.
Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brining
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexancift VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
T13113627
1343527-SYNERGY-BAXL-
GO3
Hip Girder
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:28 2018 Page 1
YM1
5x6 = 2x4 II LUS26 7x10 = 2x4 II 5x6 =
I
I
' 5-0-0 14.1-0
4-1-0 5-0-0
Plate Offsets (X,Y)--[2:0-3-1,0-0-91,[3:0-5-12,0-2-81,[5:0-5-12,0-2-81,[6:0-3-1,0-0-91,[9:0-5-0,0-4-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.! in
(loc) I/dell Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL) 0.18
9-10 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.40
Vert(CT) -0.19
9-10 >999 180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.47
Horz(CT) 0.03
6 n/a n/a
BCDL 10.0
Code FBC2017lrP12014
Matrix-SH
Weight: 94lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-0-15 oc purlins.
BOT CHORD 2x6 SP M 26
BOT CHORD
Rigid ceiling directly applied or 6-8-6 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1546/0-8-0, 6=1230/0-8-0
Max Harz 2= 52(LC 13)
Max Uplift 2=-1158(LC 4), 6=-919(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3081/2284, 3-4=-3010/2306, 4-5— 3010/2306, 5-6=-2253/1669
BOT CHORD 2-10= 1993/2726, 9-10— 2026/2770, 8-9_ 1457/1981, 6-8=-1448/1976
WEBS 3-10=-496/650, 3-9=-425/442, 4-9= 297/210, 5-9=-862/1230
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip
D�OL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will tit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1158 lb uplift at joint 2 and 919 lb uplift
at joint 6.
7) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 6-10-4 from the left end to connect
truss(es) to front face of bottom chord.
8) Fill all nail holes where hanger is in contact with lumber.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 323 lb up at
5-0-0 on top chord, and 117 lb down and 125 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is
the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-5=-70, 5-7— 70, 2-6— 20
Concentrated Loads (lb)
Vert: 3= 204(F) 10= 82(F) 11=-721(F)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
®WARNING - Vedly des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 101012015 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, not
a truss system. Before use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general 'guidance regarding the
fabricatlort storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
i
T13113628
1343527-SYNERGY-BAXL-
GO4
Roof Special Girder I
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
8.130 S Sep 15 2017 MI I eK industries, Inc. I nu Fe0 1 09:36:29 2018 Page 1
3YkTT7fiBJ8hFyw6EN-q BwoU hDi?OW V6a11 pkTJ i8C?D8vOAzrBTr45QOzpYMO
1-8-0
ale = 1:21.4
m
co
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.38
BC 0.62
WB 0.32
Matrix-SH
DEFL.II
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) Well Ud
0.12 10-11 >999 240
-0.10 10-11 >999 180
-0.02 9 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 55lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 5-4-3 oc bracing.
REACTIONS. (lb/size) 9=675/Mechanical, 2=830/0-8-0
I
Max Harz 2=97(LC 8)
Max Uplift 9= 529(LC 9), 2= 611(LC 8)
I
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1429/1186, 3-4=-1264/1118, 4-5=-1353/1186, 5-6=-1120/1019, 6-7=-1189/1068,
BOT CHORD 2-12=-1090/1224, 11-12=-1123/1264, 10-11=-1063/1184, 9-10=-974/1109
WEBS 3-12=-331/389, 4-11=-395/305, 5-11= 212/291, 6-10=-229/277, 7-9= 1197/1068
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=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) PLovide adequate drainage to prevent wafer ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint 9 and 611 lb uplift at
joint 2.
6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 124 lb up at
3-0-0 on top chord, and 174 lb down and 215 lb up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is
the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-4=-70, 4-5=-70, 5-6=-70, 6-7=-70, 7-8= 70, 2-9= 20
Concentrated Loads (lb)
Vert: 3=-18(B) 5— 80(B) 6=-80(B) 12= 174(B) 10= 26(B) 13=-24(B) 14=-26(B) 15= 13(B)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MR-EK REFERANCE PAGE Mll-7473 rev. 1010312015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSII-89 and BCS1 Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tempe, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113629
1343527-SYNERGY-BAXL.
GO5
Hip
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
0
5-10-0
6-6-0
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:30 2018 Page 1
18wLVNi6YkTT7fiBJBhFyw6EN-INUAi1 EKmieMkkKENS_YFMI2RYDLvLAKVgeySzpYM?
18-2-0
Scale: 318'=1'
11
s
Io
s
e s
5x6 =
11
9
2x4 11
8
II 3x4 =
3x8 =
6x8 =
i 7
I
6
5-10-0
10.4-8
I
I
II
12-4-
18-2-0
5-10-0
4-6-8
1-11-80
5-10.0
Plate Offsets (X Y)--
[3:0-5-4 0-2-4] [4:0-3-4 0-2-41, [5:Edge,0-0-21, [6:0-3-8,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc)
I/defl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
Vert(LL) 0.15
2-9
>808
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.71
Vert(CT) -0.08
5-6
>879
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.63
HOfz(CT) -0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 75lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-2-8 oc bracing.
REACTIONS. All bearings 8-1-0 except Qt=length) 2=0-8-0, 7=0-3-8.
(lb) - Max Horz 2=66(LC 16)
Max Uplift All uplift 100 lb or less at joint(s) 5, 7 except 2= 436(LC 8), 6=-437(LC 9)
Max Grav All reactions 250 lb or less at joint(s) 5, 7 except 2=598(LC 23), 6=909(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-723/1208
BOI CHORD 2-9=-942/583, 7-9=-966/590, 6-7=-966/590, 5-6= 80/285
WEBS 3-9=-537/231, 3-6=-738/1327, 4-6= 476/665
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=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 18-2-0 zone; cantilever left and right
exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7 except Qt=lb)
2=436, 6=437.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braying
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T13113630
1343527-SYNERGY-BAXL-
HJ3
Diagonal Hip Girder li
3
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
-5-0
2x4 =
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:31 2018 Page 1
4-2-3
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.'
in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.42
Vert(LL)
0.02
2-4
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.19
Vert(CT)
-0.02
2-4
>999
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Scale =1:11.2
PLATES GRIP
MT20 244/190
Weight: 15 lb FT = 20%
LUMBER- BRACWG-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=75/Mechanical, 2=255/0-10-15, 4=38/Mechanical
Max Horz 2=99(LC 4)
Max Uplift 3=-62(LC 8), 2= 219(LC 4), 4=-53(LC 4)
Max Grav 3=78(LC 35), 2=255(LC 1), 4=76(LC 3)
I
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) T.Ns truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live;ioads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 4 except Qt=lb)
2=219. '
6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines.
7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 2-4= 20
Concentrated Loads (lb)
Vert: 5=98(F=49, B=49)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cori 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE Mf1-7473 rev. 4=015 BEFORE USE.
Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability' of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T13113631
1343527-SYNERGY-BAXL-
HJ5
Diagonal Hip Girder
5
1
Job Reference (optional)
Riiilrlem M-tQni CnA Diu CI 9AaAG
3x4 =
O —A c 0— 1 C n1117 KM7i 1. Inn Th„ Cnk 1 nn.vc 18 Page 1
T2JYnzpYLy
Scale=1:15.8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.I
I)
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(L
0.23
2-4
>346
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.26
BC 0.53
Vert(CT)
-0.19
2-4
>425
180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 24lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=226/Mechanical, 2=425/0-10-15, 4=85/Mechanical
Max Horz 2=145(LC 4)
Max Uplift 3=-171(LC 4), 2= 351(LC 4), 4=-99(LC 5)
Max Grav 3=226(LC 1), 2=425(LC 1), 4=122(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1bit; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) T�is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Pjovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb)
3=171,2=351.
6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 2-4=-20
Concentrated Loads (lb)
Vert: 5=49(F) 6=53(B) 8=-12(B)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 4032015 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 not
�'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, ereclion and bracing of trusses and truss system% seeANSI/TPI1 Quality Criteria, DSB-89 and 8CS1 Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tempe, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113632
1343527-SYNERGY-BAXL-
HJ6
Diagonal Hip Girder
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:36 2018 Page 1
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-6XrRz415MYOW SfnNji5yVd?8AyFUJAOD4QHz96zpYLv
-4
-0 4.2-3 5-5-0 8-2-4
1-5-0 4-2-3 1.Y 2-9-4
Kiwi Pn
Scale=1:19.8
Io
3x6 =
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL)
0.26
2-6
>361
240
TCDL 15.0
Lumber DOL
1.25
BC 0.79
Vert(CT)
-0.31
2-6
>299
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.10
Horz(CT)
-0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 4=129/Mechanical, 2=427/0-10-15, 6=335/Mechanical
Max Harz 2=164(LC 4)
Max Uplift 4=-130(LC 4), 2= 273(LC 4), 6=-335(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-432/276
BOT CHORD 2-6= 345/399
WEBS 3-6=-463/401
PLATES GRIP
MT20 244/190
Weight: 32 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
4=130, 2=273, 6=335.
6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-70, 2-5=-20
Concentrated Loads (lb)
Vert: 7=98(F-19, B=49) 9= 120(F=-60, 13 -60) 12= 41(F= 21, B=-21)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracfng
MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the
fabrication, storage, delivery, erection and tracing of misses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
T13113633
1343527-SYNERGY-BAXL-
HJ31
Diagonal Hip Girder
2
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
-=J--%
1-5-0
2x4 =
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:32 2018 Page 1
D:gll8wLVNi6YkTT7fiBJ8hFyw6EN-Emcx7j FbIJu4z2UcUtl OKngVyLOzNOYdApJIOLzpYLz
5-1-8
5-1-8
Scale =1:12.9
NAILED
3
NAILED
I 6 to
3.54 2
NAILED
5 c
n
i
5-1-8
7
NAILED
NAILED
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL) 0.06 2-4 >912 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.31
Vert(CT) -0.06 2-4 >918 180
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 18 lb Fr = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=179/Mechanical, 2=335/0-11-5, 4=54/Mechanical
Max Harz 2=114(LC 4)
Max Uplift 3=-151(LC 8), 2=-293(LC 4), 4=-82(LC 4)
Max Grav 3=179(LC 1), 2=335(LC 1), 4=101(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) Tbis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) PFovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb)
3=151, 2=293.
6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25') toe, -nails per NDS guidlines. I
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B))
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 2-4=-20
Concentrated Loads (lb)
Vert: 5=49(B) 6=-58(F) 7— B(F— 4, B=-4)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6004 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,10.7473 rev, 1010312015 BEFORE USE.
Design valid for use oNy with MffekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and, BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113634
1343527-SYNERGY-BAXL-
HJ51
Diagonal Hip Girder
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 I 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:34 2018 Page 1
ID: gil8wLVNi6YkTT7fiBJ8hFyw6EN-ABkhYPHrgx8oDLe?cH3UPCwgV9aGrHiwd7os4EzpYLx
1-5.0 4-0-12 5-2-8 7-11-7
1-5-0 4-0-12 1-1-12 2-8-15
Scale = 1:17.5
NAILED 4
NAILED 10
9
3,54 F12 NAILED 2x4
NAILED 3
8
NAILED
NAILED
7
1
6' 11
12
13 14
6
p•
�, NAILED
NAILED NAILED NAILED
NAILED
NAILED
5
3x6 =
3x4 =
7-11-7
17-11-7
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)I 0.17
2-6 >539 240
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.71
Vert(CT) -0.26
2-6 >346 180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.09
Horz(CT) 0.00
6 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
I
Weight: 31 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 9-7-14 oc bracing.
WEBS 2x4 SP No.2
I
REACTIONS. (Ib/size) 4=120/Mechanical, 2=411/0-10-15, 6=310/Mechanical
Max Horz 2=161(LC 4)
Max Uplift 4=-123(LC 4), 2=-251(LC 4), 6=-252(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-401/259
BOT CHORD 2-6=-314/369
WEBS 3-6_ 428/364
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DW=1.60
2) n/a
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 rect i ngle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb)
4=123, 2=251, 6=252.
7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4= 70, 2-5=-20
Concentrated Loads (lb)
Vert: 7=98(F=49, B=49) 9= 28(B) 10— 68(F) 13=-13(13) 14=-23(F)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cori 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03J2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indk;ated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and, BCSI Building Component
6904 Parke East Blvd.
Safety Information available. from Truss Plate Inslltute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
'
T13113635
1343527-SYNERGY-BAXL-
HJ52
Diagonal Hip Girder
1
1
Job Reference (optional)
Buuaers Firstoource, Pori Piece, FL 34945
3.i3u s Sep 15 zui / IMI I ex inausmes, Inc. Thu Feb 1 09:36:35 zui a rage 1
I D:q l l8wLVNi6YkTT7fiBJ8hFyw6EN-eL13111TbEGfgVDB9?ajyPS_NZxYak23snXPcgzpYLw
-1-5-0
5-0-12
7-0-2
1-5-0
5-0-12 1-11-6
4 Scale=1:16.9
NAILED I�
3.54 F12 NAILED
10
Y
0
NAILED 3x6 =
°
NAILED
N
g 3
cv
2
6
o
3 5 0
1
I o
1
�.
11 8
12 7
p
NAILED 2x4 I
NAILED 8x10 =
NAILED
NAILED
3x4 =
'
5-0-12
' - 7-0-2
5-0-12
I 1-11-6
Plate Offsets (XY)-- [3:0-2-110-1-7][6:0-1-120-0-01,[7:0-1-12,0-0-01
I
LOADING (psf)
SPACING-
2-0-0
CS].
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)j -0.05 7 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.70
Vert(CT) -0.10 6 >756 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.02
Horz(CT') 0.02 5 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 29 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (Ib/size) 4=154/Mechanical, 2=390/0-10-15, 5=139/Mechanical
Max Horz 2=145(LC 4)
Max Uplift 4=-114(LC 8), 2=-178(LC 4), 5=-32(LC 8)
Max Grav 4=154(LC 1), 2=390(LC 1), 5=188(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-460/107
BOT CHORD 2-8— 165/392, 7-8=-165/392, 3-6=-393/165
I
NOTES-
1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL 1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb)
4=114, 2=178.
6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).i
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-70, 2-7= 20, 3-6=-20, 5-6=-20
Concentrated Loads (lb)
Vert: 9=98(F=49, B=49)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11--7473 rev, 10/0312015 BEFORE USE
Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatiom storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate insfllute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113636
1343527-SYNERGY-BAXL—
K01
Roof Special
1
1
'
Job Reference (optional)
ouuuers rn-brauutce,
rori Piece, r-L 34945
1
8.130 s Sep 15 2ul / MI I etc industries, Inc. Thu Feb 1 09:36:3/ 2018 Page 1
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-bjPpAQJj7sW N4pMaHQdB1 gXLCMfA2XPMJ40WhYzpYLu
1-0-0
3-8-0
6-6-0
7 4-0
8-0-0
10-2-0
12-11-0
1-0-0
3-8-0
2-10-0
0-`10-0
0-8-0
2-2-0
2-9-0
Scale=1:24.7
4x6 =
4x6 =
4 5
6 4x6 =
3x4 11
7
5.00 F12
16
Ll
3x8
3
0
N
O C0
13x12
N
B
10 9
2x4 11
3x6 =
Im
MT.20HS =
4x6 = 3x4 =
A' Q
6• G
12
2x4 =
15
Sx6 =
3x4 11
2x4 —
3.8-0
6-6-0
7-4-0.
B-0-0 ,
10-2-0
12-11-0
3-8-0
2-10-0
1 0-10-0
0-8-0 1
2-2-0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. I
(loc)
I/defl
Ud
PLATES GRIP
TCLL
20.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL)
0.0in
9 10-11
>999
240
MT20 244/190
TCDL
15.0
Lumber DOL 1.25
BC 0.57
Vert(CT),
-0.08 10-11
>999
180
MT20HS 187/143
BCLL
0.0 '
Rep Stress Incr YES
WB 0.47
Horz(CT)
-0.05 15
n/a
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 72 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc puldins,
BOT CHORD 2x4 SP No.2 *Except* I except end verticals.
3-12: 2x6 SP No.2, 13-14,14-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-11-8 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=662/0-8-0, 15=554/Mechanical
Max Harz 2=163(LC 12)
Max Uplift 2=-236(LC 12), 15=-214(LC 9)
I
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-962/1115, 3-4=-887/1017, 4-5=-791/1035, 5-6=-888/1099, 8-15=-554/598
BOT CHORD 2-12=-1260/816, 10-11=-2125/1359, 9-10=-1009/791, 8-9=-1082/875
WEBS 3-10= 648/1177, 5-9— 258/335, 6-9= 291/276, 6-8— 883/1121
NOJES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 6-6-0, Comer(3) 6-6-0 to 7-4-0,
Exterior(2) 8-0-0 to 12-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
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 joints) except (jt=lb)
2=236, 15=214.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MO-7473 rev. 10/012015 BEFORE USE
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indlvlduai building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addltional;temporary and permanent bracing
MiTek
Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandtla, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Dry
Ply
T13113637
1343527-SYNERGY-BAXL-
KO2
Roof Special Girder
1
1
Job Reference (optional)
owiueia nwrouu"u, rUl r r1UUV, rL O9U90
5.00 ri2
3x6
3
0. 1 JU 5 aep 10 ZU I I IVII 1 eK Inuustries, Inc. I nu r-eD 1 uv:Jb:Je ZUl a rage 1
gll8wLVNi6YkTT7fiBJ8hFyw6EN-X6Xab6L_eTn5J6WyOrff6Fdh6AFgW PifnOVdmRzpYLs
8-10-0 , 9-6-0 , 10-2-0 , 12-11-0
0-8-0 ' 0-8-0 ' 2-9-0
Scale: 1/2"=1'
4x6 = NAILED
NAILED 4x6 = NAILED NAILED
5 18 6 7 4x6 = 2x4 11 3x6 =
3x6 8 19 20 9
4
15 I 6x8 = 12
WO= 14 21
13
3x4 = NAILED 3x4 =
G 6 I 17 16 NAILED
G 6,
3x4 = 3x6 = 2x4 11
1-4-0
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. I
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.42
Vert(LL)
0.14 14-15
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.92
Vert(CT)I
-0.18 14-15
>836
180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.61
Horz(CTj
0.09 10
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
I
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 `Except`
4-16,8-11: 2x4 SP No.3 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=1072/Mechanical, 2=974/0-8-0
Max Harz 2=128(LC 27)
Max Uplift 10= 535(LC 5), 2=-447(LC 8)
FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1522/681, 3-4=-3040/1510, 4-5=-2026/1007, 5-6=-1920/969, 6-7=-1968/982,
7-8=-1510/756, 8-9=-1452/730, 9-10=-905/488
BOT CHORD 2-17=-669/1288, 16-17=-141/282, 4-15=-574/1083, 14-15=-1527/2957, 13-14=-958/1920,
12-13=-929/1866
WEBS 4-14=-1210/680, 5-14=-111/414, 6-13=-72/292, 7-12=-683/345, 9-12=-808/1607,
3-17=-893/499, 15-17= 674/1285, 3-15=-753/1493
11 22 23
2x4 I I 10
NAILED 6x8 =
NAILED
12-11-0
2-9-0
PLATES GRIP
MT20 244/190
Weight: 69 lb FT = 20%
Structural wood sheathing directly applied or 3-1-1 oc purlins,
except end verticals.
Rigid ceiling directly applied or 4-7-15 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL='1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
10=53512=447.
8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 196 Ib down and 226 lb up at
5-0-0 on top chord, and 184 lb down and 100 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is
the responsibility of others. 1
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5_ 70, 5-6=-70, 6-7= 70, 7-9=-70, 2-16= 20, 12-15=-20, 10-11=-20
IW.
9
6
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111I1-7473 rev. 10/0312015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building deslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional:temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113637
1343527-SYNERGY-BAXL—
K02
Roof Special Girder
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 5= 123(F) 6— 68(F) 14=-172(F) 13=-61(F) 18=-68(F) 20= 56(F) 21=-61(F) 22=-1
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:39 2018 Page 2
IIBwLVNi6YkTT7fiBJ8hFyw6EN-X6Xab6L_eTn5J6WyOrff6Fdh6AF9W PifnOVdmRzpYLs
23— 76(F)
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 apd BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T13113638
1343527-SYNERGY-BAXL-
L01
Common Girder
1
1
Job Reference (optional)
Builders rusiSource, Pori Piece, FL 34945 1 D. 1 OV S Oep 10 4V 1 / 1- I er\ II IU LiS GS, II IV. I IVa .V V: cv i V rage ,
I D•,q I18wLVNi6YkTT7fi BJBhFyw6EN-xhDi D8Nsx09fAaFX3zCMkuFFONPIjse5TMkHMmzpYLp
4-1-0 8-2-0
4-1-0 I 4-1-0
Scale = 1:16.3
4.6 —
2
5.00 FIT
3
1
IT
0
�. 5 4 6 4
�• 4, NAILED 2x4 I NAILED
3x4 = NAILED 3x4 =
4-1-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.I in
(loc) I/dell Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL) -0.01
4 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.35
Vert(CT) -0.03
3-4 >999 180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.22
Horz(CI) 0.01
3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 35 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-6-13 oc puffins.
BOT CHORD 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=637/0-8-0, 3=637/0-8-0
Max Horz 1=36(LC 12)
Max Uplift 1= 226(LC 8), 3=-226(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1022/346, 2-3— 1022/346
BOT CHORD 1-4=-275/872, 3-4=-275/872
WEBS 2-4=-153/568
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other lives loads.
4) *,This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
1=226, 3=226.
6) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2— 70, 2-3— 70, 1-3=-20
Concentrated Loads (lb)
Vert: 4=-199(B) 5=-199(B) 6=-199(B)
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev- 1010312015 BEFORE USE.
Design valid for use only with M1TekO connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not
�•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bullding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS13-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113639
1343527-SYNERGY-BAXL-
LO2
Hip Girder
1
1
Job Reference (optional)
uullders FlrstSource, Fort Piece, FL 34945 5.130 s Sep 15 20i I nru i etc inuusmes, urc. mu reu i ua:a5:•+4 eu io rdye i
I D:g118wLV Ni6YkTT7fi BJ8hFyw6EN-u3KTeq P6T? P NPuPwBOFgpJ Kc_BBBBpnOwgDORezpYLn
1-0-0 3-0-0 5-2-0 1 8-2-0 9-2-0
1-0-0 3-0-0 2-2-0 I 3-0-0 1-0-0
Scale =1:19.8
3x4 =
4x6
4
4x6
5.00 12
3
I 11
10
m
aD
6
2
7
I6
1
I
s
s
° c
2x411
2x411
6 e'
2x4 =
2x4 =
3-0-0
5-2-0
8-2-0
3-0-0
2-2-0
3-0-0
Plate Offsets (X,Y)-- 14:0-2-0,Edge)
I
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.I in
(foe) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.15
Vert(LL) 0.01
9 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC
0.16
Vert(CT) -0.01
9 >999 180
BCLL 0.0 '
Rep Stress Incr
NO
WB
0.05
Horz(C1) 0.01
6 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 35 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
i
REACTIONS. (lb/size) 2=453/0-8-0, 6=453/0-8-0
Max Horz 2_ 44(LC 32)
Max Uplift 2= 279(LC 4), 6=-278(LC 5)
Max Grav 2=456(LC 19), 6=455(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-550/388, 3-5=-449/386, 5-6=-549/387
BOT CHORD 2-9= 315/455, 8-9=-309/445, 6-8— 318/456
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=4.2psf; BCDL=5.0psf; h=1 ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) P,tovide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other livelloads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=279, 6=278.
7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 107 lb up at
3-0-0, and 98 lb down and 107 lb up at 5-1-4 on top chord, and 40 lb down and 72 lb up at 3-0-0, and 40 lb down and 72 lb up at
5-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3= 70, 3-4= 70, 4-5= 70, 5-7=-70, 2-6=-20
Concentrated Loads (lb)
Vert: 9= 16(F) 8=-16(F) 10=-2(F) 11= 2(F)
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general, guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. i
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113640
1343527-SYNERGY-BAXL-
N01
Roof Special
1
1
Job Reference (optional)
tSUllaers rlrsibource, rori Mece, rL 64y4b , 0.13U s aep I zU1 I NII I OK Inousines, mc. I nu reo 1 uv:Ja:4a zUla rage i
I D:q118wLVNi6YkTT7fiBJ8hFyw6EN-MGurr9PkEJXE11 z615m3MWtbibQ5w71X9Kyxz5zpYLm
7-0-8 1 12-3-8 14-1-0
7-0-8 1 1 5-3.0 1-9-8
4x6 =
2x4 11
5.00 F12 3 4
3x6 11
2
8
8x10 i
1
d
6 a
6X8 = I a
73x6 II 5.00 F12
Sx8
Scale=1:66.0
7-0-8
1 7-0-8
Plate Offsets (XY)-- [1:Edge 0-3-81 [5:0-2-15 Edge1
I
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL. I in
(loc) I/dell Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.92
Vert(LL) -0.09
5-6 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.43
Vert(CT1) -0.18
5-6 >903 180
BCLL 0.0
Rep Stress Incr YES
WB
0.61
Horz(CT) -0.04
5 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 118lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 `Except`
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc puffins,
3-4: 2x4 SP No.2
I
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 7-2-11 oc bracing.
WEBS 2x4 SP No.3
WEBS I
1 Row at midpt 4-5, 3-6, 3-5
REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0
I
Max Horz 7=258(LC 12)
Max Uplift 7= 102(LC 12), 5=-380(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-7=-563/72611-2— 538/521, 2-3=-561/904
BOT CHORD 6-7=-633/206
WEBS 1-6=-272/439, 2-6=-507/957, 3-6=-1266/724, 3-5=-595/918
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=4.2psf; BCDL=5.Opsf; h=1511; Cat. 11; Exp C; Encl.,
Wpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
7=102, 5=380.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEICREFERANCE PAGE MII-7473 rev. 1010312015 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 not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
WOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T13113641
1343527-SYNERGY-BAXL-"NO2
Roof Special
1
1
Job Reference (optional)
hunters Firstbource, I -on niece, rL 3494b
a.73V S Jep IO eU I I IYII I UK IIIUVSaleS, 111U. MU reU I VU;00-/ — 10
(kTT7fi BJBhFyw6EN-IeObGrR?mwnyGL7VsW oXRxyx5O5ZOI _gceR2
14-1-0
7-0-8 1 5-3-0
4x6 =
2x4 11
5.00 12 3 4
3x6 11
8 2 I
6
6x8 =
5
73x6 I 5.00 12 6x8
Scale = 1:66.2
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. I in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.93
Vert(LL) I -0.09
5-6 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.43
Vert(CT), -0.18
5-6 >903 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.59
Horz(CT) -0.04
5 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 118 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1
`Except`
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins,
3-4: 2x4 SP No.2
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 7-5-7 oc bracing.
WEBS 2x4 SP No.3
WEBS
1
1 Row at midpt 4-5, 3-6, 3-5
REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0
Max Horz 7=258(LC 12)
Max Uplift 7=-102(LC 12), 5=-380(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown.
TOP CHORD 1-7=-563/74411-2=-538/543, 2-3=-561/926
BOT CHORD 6-7— 594/206
WEBS 1-6=-353/439, 2-6=-507/972, 3-6=-1241/724, 3-5=-595/1175
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=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
GOpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 12-3-8, Corner(3) 12-3-8 to 13-11-4 zone;
cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 1
5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
7=102, 5=380.
Joaquin Velez PE No.68182
MiTek USA, Inc, FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verify deslgn parameters end READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. 10/ 3/2015 BEFORE USE
Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of deslgn parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
WeW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and, BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113642
1343527-SYNERGY-BAXL-"NO3
Half Hip
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
8x'
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:48 2018 Page 1
1 D:ql I8 W LV Ni6YkTT7fi BJ8h Fyw6EN-mra_U BSdXEvpuVihQEJm_9V600Ra7Xe_rl BbaQzpYLj
73x6 II 5.00112 l 5x8
Scale =1:61.7
7-0-8
1 7-0-8
Plate Offsets (X Y)-- [1:Edge 0-3-8] [3:0-3-0 0-2-4] [5:0-2-15,Edge]
I
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
I in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL)
-0.09
5-6 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.45
Vert(CT) -0.18
5-6 >904 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.44
Horz(CT) -0.04
5 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
I
Weight: 115lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 `Except`
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins,
3-4: 2x4 SP No.2
I
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 7-2-9 oc bracing.
WEBS 2x4 SP No.3
WEBS I
1 Row at midpt 4-5, 3-6, 3-5
REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0
Max Horz 7=244(LC 12)
Max Uplift 7=-106(LC 12), 5=-342(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-7=-563/72411-2= 535/516, 2-3=-539/884
BOT CHORD 6-7— 635/207, 5-6=-321/225
WEBS 1-6=-266/432, 2-6=-465/927, 3-6= 12221679, 3-5=-582/941
i
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
7=106, 5=342.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE Mll--7473 rev. 10/012015 BEFORE USE,
Design valid for use only Win MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T13113643
1343527-SYNERGY-BAXL-
NO4
Half Hip
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
2x4
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:50 2018 Page 1
I D:gll8wLVNi6YkTT7fi BJ8hFyw6EN-i DikvtTt3r9X8ps4XeLE3aaZwc6pbOPH IcgielzpYLh
7 5.00 Ff2 5
5x8
5x8
N
d)
N
Scale=1:57.3
7-0-8
14-1-0
7.0.8
7-0-8
Plate Offsets (X,Y)--[3:0-3-0,0-2-4],[5:0-2-15,Edge],(7:0-2-15,Edge]
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.51
Verl(LL) 1
-0.09 5-6 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.46
Vert(CT),
-0.18 . 5-6 >916 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.61
Horz(CT)
-0.04 5 rda n/a
BCDL 10.0
Code FBC2017/fP12014
Matrix-SH
Weight: 113lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 6-2-13 oc bracing.
WEBS
1 Row at midpt 4-5, 2-7, 3-5
REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0
Max Horz 7=198(LC 12)
Max Uplift 7=-126(LC 12), 5=-302(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-7= 133/300, 2-3=-454/630
BOT CHORD 6-7=-864/446, 5-6=-531/355
WEBS 2-7— 634/649, 2-6=0/283, 3-6=-719/417, 3-5= 604/979
NOTFES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Idads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
7=126, 5=302.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 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 not
a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. i
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113644
1343527-SYNERGY-BAXL-
NO5
Half Hip
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:51 2018 Page 1
M.
6-7-12 1 1 7-5-4
63x6 II V vV 3x6 II
N
C6
N
Scale=1:52.3
7-0-8
1 14-1-0
7-0-8
7-0-8
Plate Offsets (X Y)-- [1:Edge 0-2-81[2:0-8-12 0-2-121
i
LOADING (psf)
SPACING- 2-0-0
CSI.
i
DEFL. II in
(loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL) 1 -0.09
4-5 >999 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.41
Vert(CT)I -0.18
4-5 >935 180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.35
Horz(CT) -0.02
4 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
Weight: 103 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 'Except"
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins,
2-3: 2x6 SP No.2
j
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 8-6-4 oc bracing.
WEBS 2x4 SP No.3
WEBS i
1 Row at midpt 3-4, 3-5
REACTIONS. (lb/size) 6=621/0-3-0, 4=621/0-3-0
Max Horz 6=148(LC 12)
Max Uplift 6=-140(LC 12), 4— 292(LC 9)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6— 562/762, 1-2=-540/566, 2-3=-412/668, 3-4=-559/797
BOT CHORD 5-6=-453/144
WEBS 1-5=-323/442, 2-5=-346/586, 3-5=-859/523
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
G£pi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 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.
7) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
6=140, 4=292.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF-7473 rev. 1010312016 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. not
�'
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, deilvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and'BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I
Tampa, FL 33610
I
Job
Truss
Truss Type
Oty
Ply
T13113645
1343527-SYNERGY-BAXL-
NO6
Half Hip
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
3x4
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:52 2018 Page 1
I D:gll8wLVNi6YkTT7fiBJ8hFyw6EN-fcpUJZV7bTPFN6OSf3Oi8?fgvPoS3NwZmw9pjBzpYLf
4-7-12 7-0-8 14-1-0
4-7-12 2-4-12 7-0-8
5.00 12 5x6 = 2x4 11
8 ,
3x6 =
75x8 i I 5
3x6 11
N
d)
N
Scale = 1:47.4
Plate Offsets (X Y)-- [2:0-3-0 0-2-4] [7:0-2-15 Edge1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL)I -0.09
5-6 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.45
Vert(CT) -0.18
5-6 >932 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.29
Horz(CT) -0.03
5 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 104lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
j
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 7-4-8 oc bracing.
WEBS 1
1 Row at micipt 4-5, 2-7, 4-6
REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0
Max Harz 7=105(LC 12)
Max Uplift 7= 165(LC 9), 5=-286(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-7=-164/367, 2-3= 502/652, 3-4=-502/653, 4-5=-560/706
BOT CHORD 6-7=-615/376
WEBS 2-7=-602/536, 2-6=-315/426, 3-6=-450/573, 4-6=-788/598
NO'5ES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f(; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 4-7-12, Exterior(2) 4-7-12 to 13-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
7=165, 5=286.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 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, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and'BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T13113646
1343527-SYNERGY-BAXL-
NO7
Half Hip
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:56 2018 Page 1
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-XN3?9wYeehwgskJDuvSelrgWsOAY?1 t9hY70syzpYLb
2-7-12 7-0-8 14-1-0
2 4-4-12 1 7-0-8
5.00 FIT 5x8 — 2x4 11 I 3x6 — Scale=1:42.7
— 1 —
2 3 g 4
3x,
i 5
83x6 I I 3x6 11
N
C6
N
2-7-12 7-0-8
14-1-0
2-7-12 4-4-12
7-0-8
Plate Offsets (X Y)-- 12:0-5-12 0-2-81
LOADING (psf)
SPACING- 2-0-0
CSL'
DEFL. I in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.74
Vert(LL)'1 -0.10
5-6 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.44
Vert(CT) -0.20
5-6 >836 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.87
Horz(CT) 0.03
5 n/a n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
I
Weight: 104lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-8-7 oc purlins,
BOT CHORD 2x4 SP No.2
I
except end verticafs.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 9-8-1 oc bracing.
REACTIONS. (lb/size) 8=621/0-3-0, 5=621/0-3-0
Max Horz 8=59(LC 12)
Max Uplift 8=-205(LC 9), 5=-275(LC 9)
I
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-8=-600/62311-2=-285/295, 2-3=-602/632, 3-4= 601/633, 4-5=-558/631
BOT CHORD 6-7= 371/259
!
WEBS 1-7— 390/477, 2-7= 440/454, 2-6= 458/517, 3-6=-483/608, 4-6=-721/678
NOTES- '
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 2-7-12, Exterior(2) 2-7-12 to 13-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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. 1
5) Bearing at joint(s) 8, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
8=20515=275.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6004 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE.
Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
rn► ��
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610,
Job
Truss
Truss Type
Oty
Ply
T13113647
1343527-SYNERGY-BAXL-
N08
Half Hip
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:00 2018 Page 1
I D:gllBwLV Ni6YkTT7fi BJBhFyw6EN-081 W? I b9iwO6KLd?71XaTg_CZdXvxrGIc95E?jzpYLX
Q 7-12 7-2-10 14-1-0
-7-1 6-6-14 6-10-6
5.00 12 5x6 =
2x4 11 2 s 4 118'll
3x6 =
Scale=1:37.8
3x6 11
7-0-8
14.1.0
7-0-8
7.0-8
Plate Offsets (X,Y)-- [2:0-3-0,0-2-4], [7:0-2-15,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. ' in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL)I -0.09
5-6 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.41
Vert(CT)I -0.18
5-6 >905 180
BCLL 0.0
Rep Stress Incr YES
WB 0.85
Horz(CT) 0.04
5 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
Weight: 95lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-6-9 oc purlins,
BOT CHORD 2x4 SP No.2
i
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0
Max Harz 7=9(LC 8)
Max Uplift 7=-246(LC 8), 5=-261(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-760/674, 3-4=-791l713, 4-5=-561/592
WEBS 2-7= 700/726, 2-6=-666/777, 3-6=-541/672, 4-6=-771/854
NOTES-
1) U@balanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 0-7-12, Exterior(2) 0-7-12 to 13-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
6) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
7=246, 5=261.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE.
'
Design valid for use only wilh MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicabilily of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional:temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrlcailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113648
1343527-SYNERGY-BAXL-"Nog
Roof Special
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:04 2018 Page 1
ID:gll8wLVNi6YkTT7fiBJehFyw6EN-IwY1 rfefm9wYpywmMbcW dW 9tOFvztdSKXn3S8UzpYLT
7-0-8 14-1-0
7-0-8 7-0-8
3x6 = 2x4 11 3x6 = Scale: 3/8"=l'
1 7 2 a, 3
N
m
N
6 I 3x6 11
3x6 I I
LOADING (psi)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20171TP12014
CSI.
TC 0.83
BC 0.41
WB 0.96
Matrix-SH
DEFL. I in
Vert(LL)I -0.09
Vert(CT), -0.20
Horz(CT) 0.07
I
(loc) I/defl Ud
5-6 >999 240
5-6 >848 180
4 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 83 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-8-0 oc purlins,
BOT CHORD 2x4 SP No.2
I
except end verticals.
WEBS 2x4 SP No.3
BOT CHOI D
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 6=621/0-3-0, 4=621/0-3-0
Max Uplift 6=-257(LC 8), 4=-257(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-562/58411-2= 1048/915, 2-3— 1048/915, 3-4=-562/584
WEBS 1-5= 953/1086, 2-5=-561/697, 3-5=-953/1086
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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
MI fit between the bottom chord and any other members.
5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
6=257, 4=257.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 101032015 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, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiYek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113649
1343527-SYNERGY-BAXL-
N10
Roof Special
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:07 2018 Page 1
I D:ql l8wLV Ni6YkTT7fi BJ8hFyw6EN-iVD9ThgY24l6gQfL1 j9DF9nMxSwZ44pnDI H61 pzpYLQ
7.0-8 14-1-0
7-0-8 7-0-8
f
2x4 11 5x6 = Scale=1:28.0
3x6 11 3x6 11
7-0-8
7-0-8
LOADING (psf)
SPACING-
2-0-0
CST.
DEFL.
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.87
Vert(LL) 1
0.13
5
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.41
Vert(CT)
-0.23
5-6
>705
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.60
Horz(CT)
0.14
4
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 78 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BOT CHORD
WEBS ,
REACTIONS. (lb/size) 6=621/0-3-0, 4=621/0-3-0
Max Uplift 6=-257(LC 8), 4=-257(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-562/585, 1-2=-1571/1371, 2-3=-1571/1371, 3-4=-562/585
WEBS 1-5=-1385/1579, 2-5=-549/686, 3-5= 1385/1579
Structural wood sheathing directly applied or 3-6-1 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 1-5, 3-5
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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
MI fit between the bottom chord and any other members.
5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
6=257, 4=257.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII--7473 rev. 10/032015 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 not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate lhis design Into the overall
design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
building prevent
Is always requ red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrlcatlom storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component
Tampa, FL 33610
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Job
Truss
Truss Type
Qty
Ply
T13113650
1343527-SYNERGY-BAXL-
N11
Roof Special
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MITek Industries, Inc. Thu Feb 1 09:37:11 2018 Page 1
I D:g118wLVNi6YkTT7fi BJ8hFyw6EN-bGTgJ2k261 pY91 z6GZE9P7y9y3KmOwmM8N FJuazpYLM
4-4-10 7-0.8 9.8.6 14-1-0
4-4-10 2-7-14 1 2-7-14 4-4-10
5.00 12 46 — Scale = 1:30.5
3x6 11 1 3x6 11
4-4-10 7-0.8 9-8-6 14-1-0
4-4-10 2-7-14 2-7-14 4-4-10
i
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) I 0.08 8 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT)i -0.08 8 >999 180
BCLL 0.0 ' Rep Stress ]nor YES WB 0.41 Horz(CT) 0.08 6 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 82 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or5-1-10 oc pudins,
BOT CHORD 2x4 SP No.2 I except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing.
REACTIONS. (lb/size) 10=621/0-3-0, 6=621/0-3-0
Max Harz 10=22(LC 12)
Max Uplift 10= 215(LC 12), 6=-215(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1 -1 0=-585/618,1-2= 950/976, 2-3=-1298/1376, 3-4=-1298/1407, 4-5=-950/960,
5-6=-585/637
BOT CHORD 8-9=-1206/1099, 7-8=-1125/1099
WEBS 1-9=-1062/1029, 2-9= 780/938, 3-8=-781/798, 4-7=-780/921, 5-7= 1042/1029
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=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 4-4-10, Exterior(2) 4-4-10 to 7-0-8, Comer(3) 7-0-8 to 9-8-6 zone;
cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber, DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. '
6) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
10=215, 6=215.
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cori 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev. 10/032015 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, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M iTek'
Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandrla, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
T13113651
1343527-SYNERGY-BAXL-
N12
Roof Special
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:12 2018 Page 1
I D:q II8wLVNi6YkTT7fi BJ8hFyw6EN-3S12W OkgtcxPmBYIgGIOyCU EXTXnIJ_W M 1 ?tQ 1 zpYLL
2-3-2 7-0-8 11-9-14 14-1-0
2-3-2 4-9-6 4-9-6 2-3-2
5x6 =
5.00 F12
3x6 = 5x8 — 1 \\ Sx8 = 3x6
4 —
5x8
3x8 - 5.00 12
11-9-14
7
3x8
Scale =1:30.5
LOADING (psf)
TOLL 20.0
TCDL 15.0
BCLL 0.0 *
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress [nor YES
Code FBC2017/TPI2014
CSI.
TO 0.82
BC 0.79
WB 0.67
Matrix-SH
DEFL: in
Vert(LL) 0.24
Vert(CT) 0.22
Horz(CT) -0.15
(loc) I/defl Ud
8-9 >685 240
8-9 >749 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 81 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 4-11-7 oc puffins,
2-3,3-4: 2x4 SP No.1
I
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 2-5-10 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=621/0-3-0, 6=621/0-3-0
Max Horz 10=41(LC 12)
Max Uplift 10=-447(LC 8), 6=-447(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-10= 616/1821, 1-2=-584/1836, 2-3=-1372/3486, 3-4=-1372/3537, 4-5=-584/1775;
5-6=-616/1761
BOT CHORD S-9=-1969/712, 7-8=-1740/712
WEBS 1-9=-2569/812, 2-9=-749/1779, 2-8=-1238/569, 3-8=-2125/657, 4-8=-1393/569,
• 4-7= 749/1691, 5-7=-2485/812
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=4.2psf; BCDL=5.Opsf; h 115fh Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 2-3-2, Exterior(2) 2-3-2 to 7-0-8, Corner(3) 7-0-8 to 11-9-14 zone;
cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWIFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. I
6) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ll ; uplift at joint(s) except (jt=lb)
10=44716=447.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED 1111TEK REFERANCE PAGE MI1-7473'rev, 10/03/2015 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, not
�'
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI I Quality Criteria, DSB,89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from TIL135 Plate Institute, 218 N. Lee Street, Suite 312. Nexandrla, VA 22314. -
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113652
1343527-SYNERGY-BAXL-
N13
Roof Special
1
1
Job Reference (optional)
Builders I-IrstSource, Fort HGCe, FL:3494b
ts.lsu s bep 1 b zut I MI I eK inausmes, Inc. i nu 1-eD i ux,jI:ta zuia rage i
I DI.gl l8wLV Ni6YkTT7fi BJBhFyw6EN-XfbRkkl Iew3GOL6UO_GdVQ 1 PW ttmUojfbhkQyTzpYLK
5x6 =
2 9
7-0-8
Scale =1:30.7
4A0 —
4x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL:
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.80
Vert(LL)
0.44
5-6
>372
240
TCDL 15.0
Lumber DOL
1.25
BC 0.81
Vert(CT)
0.40
5-6
>411
180
BCLL NO
Rep Stress Incr
YES
WB 0.57
Horz(CT)
-0.15
4
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3 *Except*
1-6,34 2x6 SP No.2
REACTIONS. (lb/size) 6=613/0-3-0, 4=613/0-3-0
Max Horz 6=-58(LC 13)
Max Uplift 6=-415(LC 9), 4=-415(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6= 595/1081, 1-2=-1429/2850, 2-3— 1429/2850, 3-4= 595/1081
WEBS 2-5=-1633/601, 3-5— 2144/1113, 1-5=-2144/1113
N
PLATES GRIP
MT20 244/190
Weight: 76 lb Fr = 20%
TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing.
WEBS 1 1 Row at midpt 3-5, 1-5
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=4.2psf; BCDL=5.Opsf; h-15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 7-0-8, Exterior(2) 7-0-8 to 13-0-8 zone;
porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
6=415, 4=415.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MIF7473 rev. 101OZ2015 BEFORE USE
Design valid for use only with MITek®conneclors. This design Is based only upon parameters shown, and Is for an Individual building component, not
W1,
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For ge6erai guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
T13113653
1343527-SYNERGY-BAXL-
N15
Roof Special
3
1
Job Reference (optional)
Builders Firsts0urce, tort HMO, FL 34g4b
1-0-8
5.00 FIT
4x6 g
2
1
84x6=
"" JU S
I D:q'I1BwLV Ni6YkTT7fi
I
4x6 =
3
10 11
I
7
6x8 =
5.00 FIT
15 LUl / IVII I UK If1UU5U1eb, MG. I HU reU I U`J:J/: 14 eU 16 raye I
Fyw6EN-?r8px4mxPDB7OVhhxhnsl daasHCYDFUpgLUzVvzpYLJ
4-1-0 , 15-1-8 ,
7-0-8
12 4x6
r4
5
0
N
6
4x6 =
Scale = 1:31.6
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL., in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.83
Vert(E) 0.44
7-8 >375 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.84
Vert(CT) 0.39
7-8 >415 180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.54
Horz(C,T) -0.14
6 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 79lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP NoA
TOP CHORD
Structural wood sheathing directly applied or4-10-7 oc purlins,
BOT CHORD 2x4 SP No.1
I
except end verticals.
WEBS 2x4 SP No.3 `Except'
BOT CHORD
Rigid ceiling directly applied or 4-1-0 oc bracing.
2-8,4-6: 2x6 SP No,2
WEBS I
1 Row at midpt 4-7, 2-7
REACTIONS. (Ib/size) 8=706/0-3-0, 6=706/0-3-0
Max Harz 8=113(LC 11)
Max Uplift 8=-499(LC 8), 6=-436(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-8=-706/1206, 2-3=-1381/2784, 3-4= 1381/2807, 4-6=-706/1282
BOT CHORD 7-8— 409/400, 6-7=-266/283
WEBS 3-7=-1694/606, 4-7=-2022/1015, 2-7=-1889/1015
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-1-3 to 4-10-13, Interior(1) 4-10-13 to 7-0-8,,Exterior(2) 7-0-8 to 13-0-8 zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
8=499, 6=436.
I
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 r6V, 10/03P1015 BEFORE USE
Design valid for use only with MUM connectors. This design Is based only upon parameters shown, and Is for an lnl lvldual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSO-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314, _
Tampa, FL 33610
Job
Truss
Truss Type I
Oty
Ply
T13113654
1343527-SYNERGY-BAXL-"Ni6
Roof Special Supported Gable
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:16 2018 Page 1
I D:ql I8wLVNi6YkTT7fi BJ8hFyw6E N-yDGZMmnBxrRrFor336pK62fvJ407hAD5Hfz4ZozpYLH
7-0-8 6-7-0
4xi0 MT20HS =
20
Scale = 1:30.7
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.I in
(loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.83
Vert(d) 0.20
14 >830 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.32
Vert(CT) 0.18
14 >913 180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.46
Horz(CT) -0.21
10 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
I
Weight: 86 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-9-7
oc purlins,
BOT CHORD 2x4 SP No.2
I
except end verticals.
WEBS 2x4 SP No.3 *Except*
BOT CHORD
Rigid ceiling directly applied or 2-11-0 oc bracing.
1-18,9-10: 2x6 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 18=613/0-3-8, 10=613/0-3-8
Max Horz 18=-93(LC 8)
Max Uplift 18=-418(LC 8). 10= 418(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-18=-598/1943, 1-2=-375/1277, 2-3=-1000/3257, 3-4= 1374/4342, 4-5=-1495/4426,
5-6= 1495/4440, 6-7=-1374/4318, 7-8— 100013222, 8-9=-375/1229, 9-10=-598/1974
BOT CHORD 16-17— 1115/421, 15-16— 2945/980, 14-15=-3725/1349, 13-14=-3671/1349,
• 12-13=-2877/980, 11-12=-1031/343
WEBS 5-14= 3130/985, 4-15=-221/265, 3-16=-412/1022, 2-17=-523/1512, 6-13= 230/281, i
7-12=-412/1032, 8-11=-523/1553, 2-16=-1940/622, 8-12— 1957/622, 3-15— 922/362
7-13=-932/362, 1-17=-16961520, 9-11=-17421520
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=4.2psf; BCDL=5.0psf; h=15ft Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) 0-2-12 to 6-2-12, Exterior(2) 6-2-12 to 7-0-8, Comer(3) 7-0-8 to 13-0-8 zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C, C for members and forces &
MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are MT20 plates unless otherwise indicated.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) ' 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.
10) Bearing at joint(s) 18, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lbupliftat joint(s) except Qt=lb)
18=418, 10=418.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
© WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev 10/03/2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage- delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandda, VA 22314. "
Tampa, PL 33610
I
Job
Truss
Truss Type j
Qty
Ply
T13113655
1343527-SYNERGY-BAXL-
PO1
Monopitch
2
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:17 2018 Page 1
I D:q II8wLV Ni6YkTT7fi BJ8hFyw6EN-QQgxZ6opi8ZhtyQGdpKZfGB3aU NwQh_FW J ie5EzpYLG
6-2-4 12.4-8
6-2-4 6-2-4
8x14 M'
9
7
6x8 =
3xl2 MT20HS =
5.00 FIT I 3
4x6 =
4x6 =
10
Scale=1:68.3
6 12
5 13
4
3x4 11
3x4 =
3x6 =
6-2-4
12-4-8
66 22 4
i 6-2-4
Plate Offsets (X,Y)-- [1:0-2-4,Edge), [3:0-6-8,Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
([cc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL) 0.05
4 >999 240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.28
Verl(CT) -0.07
4-5 >999 180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.24
Horz(CT) -0.54
10 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
IWeight:
135lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3 "Except'
BOT CHORD
Rigid ceiling directly applied or 8-5-9 cc bracing.
1-6: 2x6 SP No.2
WEBS
1 Row at midpt 4-8, 2-5, 2-4
OTHERS 2x6 SP No.2 "Except`
1-7: 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 9=491/0-6-8, 10=493/0-1-8
Max Horz 9=254(LC 12)
Max Uplift 9= 68(LC 12), 10=-340(LC 12)
Max Grav 9=536(LC 2), 10=509(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or
less except when shown.
TOP -CHORD 1-2= 289/0, 4-8=-635/407, 3-8=-635/407
BOT CHORD 5-6=-408/140, 4-5=-426/241
WEBS 2-4=-404/738, 1-5= 29/265, 1-9=-543/373, 3-10=-551/832
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-10-0 to 6-10-0, Exterior(2) 6-10-0 to 11-9-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
5) Bearing at joint(s) 9, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Qt=lb)
10=340.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE.�
Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSi/TPl1 Quality Criteria, DSB-89, and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113656
1343527-SYNERGY-BAXL-
P02
Monopitch
i
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:18 2018 Page 1
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-uc0JnSpRTShYU6?SAXsoCTkHgucg96c0lzSBegzpYLF
4-3-0 8-6-0
y 4-3-0 4-3-0
5.00 12
2x4
10
3xl2 MT20HS =
3x4 = 1 3x8 =
4x6 =
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. '
in
(loc)
I/deft
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)'
-0.18
4-5
>551
240
TCDL 15,0
Lumber DOL
1.25
BC 0.69
Vert(CT)
-0.32
4-5
>314
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.34
Horz(CT)
-0.17
7
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
OTHERS
2x6 SP No.2
REACTIONS.
(lb/size) 5=372/Mechanical, 7=326/0-1-8
Max Horz 5=160(LC 12)
Max Uplift 5=-3(LC 12), 7= 286(LC 12)
Max Grav 5=382(LC 2), 7=337(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 4-6= 704/332, 3-6=-704/332, 1-5=-133/308
BOT CHORD 4-5=-444/169
WEBS 2-4=-285/832, 3-7=-429/853
Scale = 1:53.6
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 80 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing.
i
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fi; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 7-10-12 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip bOL=1.60
2) All plates are MT20 plates unless otherwise indicated. 1
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 = I O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb)
7=286.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE.
Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and Is for an Individual bullding component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI T Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314, !
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113657
1343527-SYNERGY-BAXL—
PO3
Monopitch
1
1
Job Reference (optional)
Builders FirsiSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:19 2018 Page 1
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-Moyi_ng3EmpP6GaekEN1 khHRelyKuYfYzdBkA7zpYLE
6-1-0 8-6-0
6-1-0 2-5 0
5x8 = Scale=1:49.0
5.00 FIT 5x8 =
4x6
4x6 =
7
5 I v
3x4 = 3x8 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 16.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.83
BC 0.67
WB 0.42
Matrix-SH
DEFL.I in
Vert(LL) -0.18
Vert(CT) -0.31
Horz(CT) -0.13
%
(loc) I/deft Lid
4-5 >565 240
4-5 >321 180
7 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 80lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 'Except`
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
2-3: 2x4 SP No.2
I
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3'Except'
WEBS
1 Row at midpt 2-5
1-5: 2x4 SP No.2
OTHERS 2x6 SP No.2
REACTIONS. (lb/size) 5=372/Mechanical, 7=326/0-1-8
Max Horz 5=139(LC 12)
Max Uplift 5=-38(LC 12), 7=-215(LC 12)
Max Grav 5=376(LC 2), 7=354(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP -CHORD 1-2=-112/259, 4-6=-931/413, 3-6= 931/413, 1-5=-228/539
BOT CHORD 4-5=-269/108
WEBS 2-5=-299/22, 2-4=-343/992, 3-7= 385/832
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live,loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=1b)
7=215.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. '10/033015 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, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addittonal temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T13773658
1343527-SYNERGY-BAXL-
PO4
Monopitch
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:19 2018 Page 1
ID:g118wLVNi6YkTT7fiBJ8hFyw6EN-Moyi_ng3EmpP6GaekEN1 khHUslyLubdYzdBkA7zpYLE
4-1-0 8-6-0
4-1-0 4-5-0
5.00 12 46 = 1, 5x8 =
2x4
4x6 =
7
Scale = 1:44.1
8-6-0
Plate Offsets (X,Y)-- [3:0-3-0,0-3-0]
I
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL) -0.17
4-5 >574 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.67
Vert(CT) -0.31
4-5 >324 180
BCLL 0.0
Rep Stress Incr YES
WB 0.23
Horz(CT) -0.13
7 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
i
Weight: 73lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
I
except end vertfcafs.
WEBS 2x4 SP No.3 "Except'
BOT CHORD
Rigid ceiling directly applied or 9-9-2 oc bracing.
1-5: 2x4 SP No.2
OTHERS 2x6 SP No.2
REACTIONS. (lb/size) 5=372/Mechanical, 7=326/0-1-8
Max Harz 5=92(LC 12)
Max Uplift 5= 63(LC 12), 7=-173(LC 9)
Max Grav 5=381(LC 2), 7=335(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
TOP CHORD 4-6=-461/24313-6=-461/243, 1-5=-148/345
BOFCHORD 4-5=327/126
WEBS 2-4=-186/563, 3-7=-346/698
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb)
7=173.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1--7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M lek® connectors. This design is based only upon parameters shown, and is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 1
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
T13113659
1343527-SYNERGY-BAXL�
PO5
Monopitch
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945
2-1-0
5.00 12 5x6 =
2x4
6-5-0
8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:20 2018 Page 1
I D:ql l8wLV Ni6YkTT7fiBJ8hFyw6 EN-q? W 4C7gh?3xGkQ9riyuGHupbUhK4d2nhCHxl iZzpYLD
6x8 =
8 9 5 6x8 = 4
3x8 =
4x6 =
7
Scale=1:38.3
2-1-0
6-5-0
Plate Offsets (X,Y)--
[2:0-3-0,0-2-4)
I
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.88
Vert(LL)
-0.14
4-5
>728
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.57
Vert(CT)
-0.27
4-5
>370
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.23
Horz(CT)
-0.15
7
n/a
n/a
BCDL 10.0
Code FBC2017fTPI2014
Matrix-SH
Weight: 68lb FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
BOT CHORD
1-5: 2x4 SP No.2
WEBS
OTHERS
2x6 SP No.2
REACTIONS.
(lb/size) 5=372/Mechanical, 7=326/0-1-8
Max Harz 5=46(LC 12)
Max Uplift 5= 106(LC 9), 7= 156(LC 9)
Max Grav 5=384(LC 2), 7=326(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BOT CHORD 4-5= 272/107
WEBS 2-4= 82/277, 2-5=-293/487, 3-7=-340/597
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 2-4
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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=10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
5=106, 7=156.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. Ia(03/2015 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 not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general;guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I
Tampa, FL 33610
I
I
Job
Truss
Truss Type
city
Ply
T13113660
1343527-SYNERGY-BAXL-
PO6
Monopitch ,
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:21 2018 Page 1
I D:g118wLVNi6YkTT7fiBJ8hFyw6EN-183SPTrKIN37MZkl sfPVp6Mgh5dOMXrrRxgrF?zpYLC
fl-0 4-0-4 8-6-0
0- -0 3-11-4 4-5-12
2x4 11 3x4 = I 6x8 =
4-0-4
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.60
Vert(LL)
-0.22
4-5
>460
240
TCDL 15.0
Lumber DOL
1.25
BC 0.76
Vert(CT)
-0.36
4-5
>273
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.12
Horz(CT)
-0.11
7
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 `Except'
1-5: 2x4 SP No.2
OTHERS
2x6 SP No.2
REACTIONS. (lb/size) 5=372/Mechanical, 7=326/0-1-8
Max Uplift 5= 154(LC 8), 7= 135(LC 8)
Max Grav 5=392(LC 2), 7=344(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 4-6=-278/263, 3-6=-278/263
WEBS 2-5=-210/394, 2-4=-168/346, 3-7=-360/432
Scale =1:50.5
PLATES GRIP
MT20 244/190
Weight: 79 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,
I except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 1-5. 2-5, 2-4
I
I
I
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1j5ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 7-10-12 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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 = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
5=154, 7=135.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 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, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113661
1343527-SYNERGY-BAXL-
P07
Monopitch
1
1
Job Reference (optional)
Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:22 2018 Page 1
I D:ql I8wLVNi6YkTT7fi BJ8hFyw6EN-mNdgcpsyW hB_zjl DPNwkMJvOgV_4_5_faQPnRzpYLB
3-10-9 8.2-9 J
3-10-9 4-4-1
2x4 11 3x4 = 6x8 =
7
4x6 =
v6x8 = 3x6 =
Scale =1:45.8
LOADING (psf)
SPACING-
2-0-0
CSI.
I
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.57
Vert(LL)
-0.17
4-5
>556
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.67
Vert(CT)
-0.30
4-5
>318
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.12
Horz(CT)
-0.07
7
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
I
Weight: 71 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2
TOP 6HORD
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
BOT CHORD
OTHERS
2x6 SP No.2
WEBS I
REACTIONS.
(lb/size) 5=356/Mechanical, 7=316/0-3-0
Max Uplift 5=-148(LC 8), 7=-131(LC 8)
Max Grav 5=370(LC 2), 7=328(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 4-6= 281/252, 3-6=-281/252
WEBS 2-5= 203/394, 2-4=-168/353, 3-7=-364/456
Structural wood sheathing directly applied or 6-0-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 2-5, 2-4
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h' 15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 7-7-5 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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 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) Bearing at joint(s) 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)
5=148, 7=131.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERAmcE PAGE MII-7473 rev. 1010312016 BEFORE USE.
Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for art Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T13113662
1343527-SYNERGY-BAXL-
V01
Valley
1
1
Job Reference (optional)
tivaaers mrstzjource, tort niece, r-L d4Pl4b a. I OU S OeIJ IO — I / IVII I en II IU-1 I—, I.— I I lu — I UJA .. <U ,U kayo ,
I D:q l lSwLVNi6YkTT7fi BJ8hFyw6EN-EaBCg9taH_JrbttPz4RzvXRltvTapSA7uE9yJuzpYLA
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
1-8-6 3-4-1:
1-8-6 1-8-6
5.00 F12 3x4 —
2
LX4 % LX4
Scale = 1:6.3
3-4-3 1
0 Edgel
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
Plate Grip DOL
1.25
TC 0.04
Vert(LL) n/a
n/a 999
MT20 244/190
Lumber DOL
1.25
BC 0.08
Vert(CT) n/a
n/a 999
Rep Stress Incr
YES
WB 0.00
Horz(CT) 0.00
3 n/a n/a
Code FBC2017/TPI2014
Matrix-P
I
Weight: 8lb FT=20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-4-13 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=85/3-3-10, 3=85/3-3-10
Max Horz 1=8(LC 12)
Max Uplift 1=-30(LC 12), 3=-30(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
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
vAl fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verily desfgn parameters and READ NOTES ON THIS AND INCLUDED MirEKREFERANCE PAGE MII-7473 rev. 10/03/2015 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, not
��
a truss system. Before use, the building designer must vedly the appllcability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always regdred for stability and to prevent collapse with possible personal Injury and property damage.' For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Cdterla, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
i
T13113663
1343527-SYNERGY-BAXL-
Vol
Valley
1
1
Job Reference (optional)
taut aers t-irsibource, t-orr rtece, r-L a1+y1+a
2
2x4
o. wv a oeN i a c ay=
ID:g118wLVNi6YkTT7fiBJ8hFyw6EN-jmlbl VuC21RiD1 ScXnyCRk_S?JoKYvPH7uvVrKzpYL'g
4-4-0
3,4 = I Scale: 1.5"=1'
2x4
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.08
Vert(LL)
n/a
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.17
Vert(CT)
n/a
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Hor
(CT)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2017/fP12014
Matrix-P
LUMBER- BRA
TOP CHORD 2x4 SP No.2 TOP
BOT CHORD 2x4 SP No.3 BOT
REACTIONS. (lb/size) 1=127/4-2-13, 3=127/4-2-13
Max Horz 1=-12(LC 13)
Max Uplift 1=-44(LC 12), 3=-44(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
3
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 20%
Structural wood sheathing directly applied or 4-4-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
far reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any othe live loads.
5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where �a rectangle 3-6-0 tall by 2-0-0 wide
All fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0312015 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, not
�'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only., Additional temporary and permanent bracing
MiTek°
prevent
Is always required for stability and to prevent collapse wish possible personal Injury and property damage. for general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113664
1343527-SYNERGY-BAXL-
VO3
Valley
1
1
Job Reference (optional)
Ijuuaers t-irstsource, I -on Mace, rL 34e4b
-6
2x4
5.00 12 2
" 1,5 s aep Izu I r ivu 1 er, inuusure5, inc. i nu reu i axarw w i o raye i
ID:gll8wLVNi6YkTT7fiBJBhFyw6EN-jmlbt VuC21RiD1 ScXnyCRk_SOJoQYvPH7uvVrKzpYL9
4-2-13
I
3x4
2x4
3
Scale = 1:7.9
4-2-13 1
Plate Offsets (X Y)-- [2:0-2-0 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL!. in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.12
Vert(�11_) n/a
n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.16
Vert(CT) n/a
nla 999
BCLL 0.0 "
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
IWeight:
11 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-2-13 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=125/4-2-13, 3=125/4-2-13
Max Horz 1=12(LC 16)
Max Uplift 1=-43(LC 12), 3=-43(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-141/308, 2-3=-141/308
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=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.,
QCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 1-4-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
®WARNING - VeN1y design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473:rev. 10/03/2015 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, not
�'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thls design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
I(
We[(
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricotlon, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T13113665
1343527-SYNERGY-BAXL-
VO4
Valley
1
1
Job Reference (optional)
bullaerS vlrsrJOUrce, rarl V-1ece, r-L 54e'40
0
o. i uv a oeP i v u i uyv
ID:dll8wLVNi6YkTT7fiBJBhFyw6EN-ByJzFrugpcZ;gB1 o5VUR_yXd_i8_HMfOMYe3OmzpYL8
3-5-6
1-8-11
5.00 12 2 3x4 =
2x4 2x4
Scale =1:6.4
v
ro
6
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.07
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.08
Vert(CT) n/a
n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-P
Weight: 8 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-5-6 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=87/3-4-3, 3=87/3-4-3
Max Horz 1= 8(LC 13)
Max Uplift 1= 30(LC 12), 3=-30(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C! for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cert 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
© WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII4473 rev. 10/032015 BEFORE USE
Design valid for use only with MlfekO connectors. This design is based only upon parameters shown, and Is for fan Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.; Additional temporary and permanent bracing
M!Tek°
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13113666
1343527-SYNERGY-BAXL-
VO5
Valley
1
1
Job Reference (optional)
uuncierS rusibource, tort niece, FL 04U40 o. 1 ov a -up 1 o cv i r ` i en n iuuau iw, 1.w I i w I cu i .o ' .a.. �" � . ay= .
I D:gll8wLV Ni6YkTT7fi BJ8hFyw6EN-f9tLSBvSaviQSLc_eC?g W 93kd6T60mhaaCOewDzpYL7
4-0-0 6-3-8
4-0-0 2-3-6
a
0
2x4 11
3
5 4
2x4 2x4 II 2x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.33
Vert(LL)
n/a
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.15
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WEB0.21
Hori(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017/fP12014
Matrix-P
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP;CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 1=124/6-2-14, 4=41/6-2-14, 5=320/6-2-14
Max Horz 1=126(LC 12)
Max Uplift 1=-12(LC 12), 4= 22(LC 12), 5=-167(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-320/100
WEBS 2-5=-282/695
Scale=1:16.3
PLATES GRIP
MT20 244/190
Weight: 23lb FT=20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf;: h=15ft Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. !Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=1b)
5=167.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
Joaquin Velez PE No.68162
MTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 101032015 BEFORE USE
Design valid for use only with MiT00 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTeW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria; DSB-89 and BCSI Building Component
Tampa, FL 33610
Safety Information available from Truss Plate Institute, 21819. Lee Street. Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
Qty
Ply
T13113667
1343527-SYNERGY-BAXL-
V06
Valley
1
1
Job Reference (optional)
Builders FIrstsource, port Piece, I-L 34945
a
a
0
B.1 su s tiep 1 b zul f mi I ex mausmes, inc. i nu i-eD 1 ua:;j/:zi zui a rage i
I D:ql IBwLVNi6YkTT7fi BJBhFyw6EN-7LRjgXw5LDgH4U BBCwW v3NcsXW o81G9jps79SfzpYL6
2x4 2x4 =
2
.3
Scale = 1:11.7
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.51
Vert(I'L) n/a n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.23
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 14 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
i
REACTIONS, (lb/size) 1=153/4-2-14, 3=153/4-2-14
Max Horz 1=79(LC 12)
Max Uplift 1=-47(LC 12), 3=-80(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 138/341
Structural wood sheathing directly applied or 4-3-8 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. Il; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
flsr reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a• rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. '
5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual [wilding component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fobncatlon, storage, delivery, erection and bracing of trusses and truss systems, socANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
t
Job
Truss
Truss Type
aty
Ply
T13113668
1343527-SYNERGY-BAXL-
VO7
Valley
1
1
Job Reference (optional)
duuaers r-irsioource, rori niece, rL.5wavo
Y
a
0
2x4
o. wvaoeP io cvu ivnion ni�'auiw, nip. ..o.. ,..�..., .�., �.. ,.. ..y.. ,
I D:ql I8wLV Ni6YkTT7fi BJBhFyw6 EN-7LRjgXwSLDgH4U BBCwW v3NczN W rBIG9jps79SfzpYL6
5x6 i 2
Scale = 1:7.5
Plate Offsets (X Y)-- [2:0-1-14 0-0-0] [2:0-10-4 0-1-4] [3:0-1-10 0-0-111
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Well Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.07
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.03
Vert(CT) n/a n/a 999
BCLL 0.0 "
Rep Stress Incr YES
WB 0.00
Horz(CT) O.OD n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 6lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=63/2-2-14, 3=63/2-2-14
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc purlins,
except end vertfcafs.
BOT. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Max Horz 1=33(LC12)
Max Uplift 1=-19(LC 12), 3=-33(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4): This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 1,2018
® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. ]his design Is based only upon parameters shown, and Is for an individual building component not
��
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 16luallty Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
3/4' Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ff-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0--/1d'
-
I -
For 4 x 2 orientation, locate
plates 0-1rid' 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
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPI1: 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 1 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1 2 3
TOP CHORDS
0
c
O
U
a-
O
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MiTek® All Rights Reserved
MiTek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015
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/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 191Y. 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 tt, spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17, Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.