HomeMy WebLinkAboutTRUSS 1-25-19Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek"
RE: 75575 - ACQUAVISTA MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: SION HOMES CONSTRUG �roject Name: LOT 2 Model: Tampa, FL 33610-4115
Lot/Block: SZ`d`i;is,ion: ACQUA VISTA
Address: UNKNOWN
City: ST LUCIE COUNTY State: FL
Name Address and License # of Structural Engin er of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design
Loading Conditions):
Design Code: FBC2017/TP12014
Wind Code: ASCE 7-10
Roof Load: 45.0 psf
This package includes 76 individual, Truss Design
With my seal affixed to this sheet, I hereby certify tl
conforms to 61 G 15-31.003, section 5 of the Florida
(individual Truss Design Drawings Show Special
a Program: MiTek 20/20 8.1
Speed: 170 mph
Load: 65.0 psf
wings and 0 Additional Drawings.
I am the Truss Design Engineer and this index sheet
ard of Professional Engineers Rules.
I No.
I Seal#
i Truss Namee[��
No.
� Seal#�
� Truss Name
Date
11
IT155605571A
111/12/18
118
1 T1 5560574
1 FLB
11/1 2/F8
12
IT15560558JAl
111/12/18
119
1 T1 5560575
1 FLC
111/12/18
13
T15560559JA2
111/12/18
120
1 TI 5560576
1 FLD
111/12/18
14
IT1556056OIA3
111/12/18
121
1 T1 5560577
1 FLE
111/12/18
15
1 T1 55605611
A4
111/12/18
122
1 T1 5560578
1 FLF
111/12/18
16
IT15560562IA5
111/12/18
123
1 T1 5560579
1 FLG
111/12/181
17
IT155605631B
111/12/18
124
1 T1 5560580
1 FLH
111/12/18
18
1 T1 5560564
1 B1
111/12/18
125
1 T1 55605811
FLI
111/12/18
19
1 T1 5560565
1 B2
111/12/18
126
1 T1 5560582
1 FLJ
111/12/18
110
1 T1 5560566
1 E13
111/12/18
127
1 T1 5560583
1 FLK
111/12/18
Ill I
T1 5560567
1 B4
111/12/18
128
1 T1 55605841
FLL
111/12/18
112 1
T1 5560568
1 E15
111/12/18
129
1 T1 5560585
1 FLM
111/12/181
113 1
T1 5560569
1 E16
111/12/18
130
1 T1 55605861
GEE
111/12/18
114 1
T1 5560570
1 C
111/12/18
131
1 T1 55605871
G FZ
111/12/181
115
1 T1 55605711
C1
111/12/18132
1 T1 5560588
1 G RA
111/12/18
116
1 T1 5560572
1 E
111/12/18133
1 T1 55605891
G RB
111/12/18
117
1 T1 5560573
1 FLA
111/12/18
134
1 T1 5560590
1 G RC
111/12/18
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Chambers Truss.
Truss Design Engineer's Name: Finn, Walter
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 paral�eters
shown (6.g., loads, supports, dimensions, shapes and design codes), �Vhich were
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 preplaration of
these designs. MiTek has not independently verified the he design
parameters or the designs for any particular building. Bef r use, t e buildl id W
ng ril
should verify applicability of design parameters and propEe oraFAse
into the overall building design per ANSI/TPl 1, Chapter 2 11 am
RECEIVED
JAN 2-5 120iq
$T. Lucie County, Permitting
R P
E N
No 22839
STATE OF
.00.
v,
till
Walter R Finn PE No.22839
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Py Date: November 12,2018
Finn, Walter I of 2
RE: 75575 - ACQUAVISTA
Site Information:
Customer Info: SION HOMES CONSTRUCTION Project Name: LOT 2 Model:
Lot/Block: Subdivision: ACQUA VISTA
Address: UNKNOWN
City: ST LUCIE COUNTY State: FL
INo.
I Seal#
I Truss Name
I Date
135
1 T1 55605911
GRD
111/12/1
136
1 T1 5560592
1 G RK
111/12/181
137
1 T1 5560593
1 G RL
111/12/18
138
1 T1 5560594
1 GRP
111/12/18
139
1 T1 5560595
1 G RR
111/12/18
140
IT15560596IJ1
111/12/18
141
IT15560597IJ3
111/12/18
142
IT15560598IJ3A
111/12/18
143
IT15560599IJ5
111/12/181
144
IT15560600IJ7
111/12/181
145
IT155606011JA
111/12/181
146
IT15560602IJB
111/12/181
147
IT155606031JUl
111/12/181
148
IT155606041JU3
111/12/181
149
1 T1 5560605
1 K
111/12/181
150
1 T1 5560606
1 K1
111/12/181
151
1 T1 5560607
1 K2
111/12/181
152
1 T1 5560608
1 KJ3
111/12/181
153
IT155606091KJ5
111/12/181
154
IT155606101KJ7
111/12/181
155
1 T1 55606111
KJA
111/12/18
156
1 T1 5560612
1 KJ B
111/12/18
157
1 T1 55606131
KJC
111/12/18
158
IT155606141L
111/12/18
159
1 T1 5560615
1 Ll
111/12/18
160
IT15560616IL2
111/12/18
161
IT15560617IL3
111/12/181
162
1 T1 5560618
1 M
111/12/18
163
1 T1 5560619
1 M1
111/12/181
164
1 T1 5560620
1 M2
111/12/181
165
1 T1 5560621
1 MV2
111/12/181
166
1 T1 5560622
1 MV4 111/12/181
167
1 T1 5560623
1 MV6 111/12/181
168
1 T1 5560624 1
N 111/12/181
169
1 T1 5560625 10
111/12/18
170
IT155606261P
111/12/181
171
1 T1 5560627 1
R 111/12/181
172 1
T1 5560628 1
SFBB01 111/12/181
173
1 T1 5560629 1
V4 111/12/181
174 1
T1 5560630 1
V8 111/12/181
175 1
T1 55606311
V1 2 111/12/181
176 1
T1 5560632 1
V1 6 111/12/181
2 6f 2
1
Job
Truss
Truss Type W 3.
Qty
Ply
ACQUAVISTA
T15560557
75575
A
Common
2
1
Job Reference (optional),
L,naMDers I russ, Inc., r-ori riercL, M
12-3-15
6-0-11
�6-5-3 i
5x6
5.00 [12
0. IOU b Mid[ I I — 10 IVIi I — I 1 11— IVIUi I I — 14 V-0— — I U 9� I
vRD)CrOZhc4Bay—yKyKq-kl2OPXf4o3-ZkcoRQ]QylzU9zYk2Yw1 F6dtWOcyJz85
�1 -12 28-8-13 35-0-0
6-0-11 6-3-3
Scale = 1:59.0
5x6 WEI -�- 3X4 3X4 _-
5 7 5x6 WEI
23 24 a
25
3X4
7 5X6 WEI
24
a
25
3X4 1\ 3x4
22
2
13 28 1229 11
3x4 46 4X6 3x4
3x8 3X8 -
Plate
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
B-8-1
SPACING-
2-0-0
CSI.
Plate Grip DOL
1.25
TC 0.66
Lumber DOL
1.25
BC 0.61
Rep Stress Incr
YES
WB 0.93
Code FBC2017ITP12014
Matrix -MS
3X8 =
35-0-0
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
Vert(LL)
-0.19 13-15
>999
360
MT20 244/190
Vert(CT)
-0.43 13-15
>983
, 240
Horz(CT)
0.12 10
n/a
n/a
Wind(LL)
0.36 13-15
>999
240
Weight: 173 lb FT = 20%
LUMEl
BRACING -
TOP CHORD 2X4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 3-7-10 oc purlins.
BOT CHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 4-0-5 oc bracing.
WEBS 2x4 SP No.3
WEBS
I Row at midpt 6-13
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1682/0-'8-0, 10=1573/Mechanical
Max Harz 2=416(LC 11)
Max Uplift 2=-1545(LC 12),10-1344(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb).or less except when shown.
TO CHORD 2-3=-3528/3196, 3-5=-3262/2959, 5-6=-229212239, 6-7=-2292/2273, 7-9=-3262/3101,
9-1 0=-352813378 1
BOTCHORD 2-15=-2797/3319,13-15=-2150/2555,11-13=-2120/2454, 110-11=-290213190
WEBS 6-13=-1278/1404,7-13=-912/1005,7-11=-604[720,9-11=-528/7501 5-13=-905/998,
5-15=-500[7031 3-1 5=-528/662
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=1 70mph (3-second gust) Vasd=132mph' TCDL=4.2psf; BCDL=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 11-6-0 to 4i 1 11-13, Interior(l) 4-11-13 to 17-6-0, Exterior(2)
17-6-0 to 23-11-13 zone;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, with BCDIL = 1 O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of wit i hstanding 100 lb uplift at joint(s) except at=lb)
2=1545,10=1344.
to-
Ii
0
Walter P. Finn PE No.22839
MiTek USA, InIc. Fl. Ced 663.4
6904 Parke East Blvd. Tampa Fl. 33610
Date:
November 12,2018
WARNING. Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE 1101-7473 rev. 1010*015 BEFORE USE.
Design valid for use onlywIth 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 parom6ters 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
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Criteria. DSB-89 and BCSI Bullding Component
6904 Parke East Blvd.
Sailoty [nformationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Tru s
Truss Type
Qty
Ply
ACQUAVIII TA
T15560558
75575
At
Hip
1
1
Job Reference (optional)
uhambers Truss, inc.,
Fort Pierce, FL
6.130 s Mar 11 20 i 8 Ivii i uK bidubineN, ifliu. Mufli NOV i4 U9.bo.33 4M rage I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-CycOctfiZM6QMmNcL_TxBrA1 Kuy4JHNPPLHG3Y2yJz84
11-9-2
17-0-0
2- 1 5
28-10-13
5-0�1
T
110
6-1
5-7-14
5-2-14
_1
.5.-2 4
5-7-1.4
_T.
Scale 1:61.4
5x6
5.00F1_2
5x6
6 7
5x6 WB��
8
5X6 WBZ�-
5
4
9
25
26
27 10
3
24
2
117
6
17
16
15 14
13
12
4x6
4x6
3x8
3X8
8-9-14
17-0-0
26-2-2
35-0-0
8-9-14
8-2-2
?L001
B-2-2
B-9-14
Plate Offsets (X,Y)--
r2:0-8-0,0-0-10j,[4:0-3-0,Edc iel,[6:0-3-0,0-2-41,[7:0-3-0,0-2-41,[9:0-3-0,Edq
_e ]'[11:0-8-0,0-0-101
LOADING (ps�
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
-0.15 15
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.61
Vert(CT)
-0.38 15-17
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.92
Horz(CT)
0.13 11
n/a
n1a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Wind(LL)
0.34 15
>999
240
Weight: 182 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2X4 SP M 30 TOP CHORE
BOTCHORD 2X4 SP M 30 BOT CHORE
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1682/0-8-0,11=1573/Mechanical
Max Horz 2=405(LC 11)
Max Uplift 2=-1545(LC 12), 1 1=-1 344(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3522/3397, 3-5=-3245/3156, 5-6=-2314/2375, 6�-7=-2158/231 7-8=-2314/2404,
8-1 0=-3245/3185, 10-11 =-3522/3487
BOTCHORD 2-17=-3056/3186, 15-17=-2399/2511, 14-15=-1 595/1949, 12- 1 4=-2328/2517,
11-12=-3056/3186
WEBS 3-17=-508/631, 5-17=-428/616, 5-1 5=-898/1106, 6-15-1365/6811 )1-14---674/68 1,
8-14=-905/1115, 8-12=-529/632,10-12=-511/733
Structural wood sheathing directly applied or 3-7-8 oc purlins.
Rigid ceiling directly applied or 3-11-9 oc bracing.
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCLJL=4.ZPST; BCDL=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteflor(2) -1-6-0 to 4111-13 Interion(i) 4-11-13 to 17-0-0, Exterior(2)
17-0-0 to 18-0-0, Interior(l) 27-2-1 to 35-0-0 zone;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 3x4 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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 wiLtanding 100 lb uplift at joint(s) except at=lb)
2=1545,11=1344.
Walter P. Finn PE No.22839
MiTek USA, Inc. fl. Cori 6634
6904 Parke East Blvd. Tampa FIL 33810
Date:
November 12,2018 .
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK.E1ERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE.
Design valid for use only.with MITek@ connectors, This design Is based only upon parameters s , hown, and Is for an Individual bullcing component, nc
a truss system. Before use, the building designer must "all
verity the applicability of design parcm6ters and properly Incorporate this design Into the ove"
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/Tpll Quo' Criteria, DSB-69 and BCSI Bullding Component
6904 Parke East Blvd.
safety Infarmationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandric,IVA 22114,
Tampa, FL 33610
Job
s
Type *F i
Qty
Ply
ACQUAVISTA
T15560559
75575
A2
Hip
Job*Reference (optional)
Chambers I russ, Inc., hort Fierce, I-L
1-6-0 ' 7-8-5
5xl 2 MT1 BHS =
t5. iou s iviar i i /uio ivii i uK inuiubuiets, ii iv. iviuii iiuv 14 uv-oo.o� 4u I o rayu .
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-g8AmqDgKKgEHzwyqYASQNOaS2LQDOynyzxMd4VyJz83
T'_0_0 27-3-11 35-0-0
5.6--_0 7-3-11 7-8-5
Scale = 1:62.2
5x8 MT1 BHS
5.00 F12
4
22 5
5x12 IAT18HS-�--
5x12 MT18HS--
1;
24
21
a 20
(b
2
7
.10 __— - I ;;
13 12 11
10 9
3X4 11 4x6 3X4
3x8 4x6
3X4 11
3x8
3x6
15-0-0
77-:1
00 27-3-11
L_
35-0-0
i
7-3-11 1
N-T 7-3-11
7-8-5
Plate Offsets (X,Y)-- [2:0-0-6,Edqel,[3:0-6-0,0-3-01,[4:0-8-0,0-1-121,[5:0-4-8,0-2-01,[6:0-6-0,0-3-0l,[7:0-4-2,0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.88
Vert(LL) -0.15 10-11 >999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.63
Vert(CT) -0.36 11-13 >999
240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.40
Horz(CT) 0.13 7 n1a
n1a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL) 0.34 10-11 >999
240
Weight: 171 lb
FT = 20%
LIUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD Structural wood sheathing directly applied or 3-5-15,
oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD Rigid ceiling directly
applied or 3-7-5 oc bracing.
WEBS 2x4 SP No.3
WEBS 1 Row at micipt
�1-1 1, 6-10
REACTIONS. (lb/size) 2=1682/0-8-0,7=1573/Mechanical
Max Horz 2=361 (LC 11)
Max Uplift 2=-1 545(LC 12), 7=-1 344(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3414/3512, 3-4=-2493/2664, 4-5=-2325/2590, 5-6=-2493/2612,
6-7=-3414/3495
BOTCHORD 2-13=-3141/3095, 11-13=-3140/3096, 10-11 =-1 984/2168, B-1 0=-3086/3070,
7-8=-3087/3069
WEBS 3-13=0/331, 3-11 =- 1116/1272, 4-11 =-474/553, 4-1 0=-271/273, 5-1
0=-530/554,
6-1 0=-1 124/1295, 6-8=-24/334
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (37second gust) Vasd=132mph; TCUL=4.zpst; BCDL=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-OW4111-13 lnte6or(1)4-11-13tol5-0-0,Extedor(2)
15-0-0 to 20-0-0, Interior(l) 29-2-1 to 35-0-0 zone;C-,C for members and forces il MWF�S for actions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water poncling.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurren� 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) fortruss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=1545,7=1344.
C
Walter P. Finn.PE No.22839
MiTek USA, Inc, FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE
PAGE MIP7473 rev. I W=0 IS BEFORE USE.
Design valid for use only with Mj7ek@) connectors. This design Is based only upon parameters
ihown, 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 chor8
members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM111 I
damage. For general guidance regarding the -
Quality Criteria, DSB-89 and BCSI Bunding Component,
6904 Parke East Blvd.
Satiety Informationavoilable from Truss Plate Institute, 218 N. Leg Street, Suite 312, Alexandria,l
VA 22314.
Tampa, FL 33610.
Job
Truss
Truss Type
Qty
Ply
ACQUAVII TA
T15560560
75575
A3
Hip
Job Reference (optional)
Uhambers I russ, Inc., F-ort I-lierce, t-L
i I - 7-8-6
I-M 7-8-6
2
3x8 =
5x6 =
4 23
5.00 P-2
6x8
3
22
21 !��
14
3x4 11
13-0-0
13 12
4x6 =
3X8
miou s mar 1 1 i�U 10 IVII I eK inuusures, mu. rviun ivuv je uv;oo;0o 4v 1 o rdyu I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-8Ki9lYhy5_M8b4WO6tzfwb6dElkliLliob5AdxyJz82
L2-00 27-3-10 35-0-0
6.� i i
4 5-3-10 7-8-6
3x4 = . 5x6
5 24 6
6x8
7
25
27 28 11 10 9
3x8 3X4 11
4x6
1(
0
Scale = 1:61.1 �
7
CP
26
8
3x8
Plate Offsets (X,Y)-- [2:0-8-0,0-0-101,[4:0-3-0,0-2-41,[6:0-3-0,0-2-41,[8:0-8-0,0-0-101
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Ildefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.85
Vert(LL)
-0.21 11-12 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.66
Vert(CT)
-0.51 11-12 >831 240
BCLL 0.b
Rep Stress Incr YES
WB 0.66
Horz(CT)
0.13 8 n/a n/a
BCDL 10.0
Code FBC2017[TP[2014
Matrix -MS
Wind(LL)
0.36 11-12 >999 240
Weight: 172 lb FT = 20%
LIUMBER-
BRACING-
TOPCHORD 2x4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 3-3-7 oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 3-5-10 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 8=1573/Mechanical,2=1682/0-8-0
Max Harz 2=317(LC 11)
Max Uplift 8=-1344(LC 12), 2=-1545(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shivin.
TOPCHORD 2-3=-3350/3622, 3-4=-2673/2988, 4-5=-2485/2877, 51_6=-2485/284b, 6-7=-2673/2953,
7-8=-3371/3605
BOTCHORD 2-14=-3218/3116,12-14=-3218/3116,11-12=-245912522,9-11=-3 65/3035,
B-9=-3165/3035
WEBS 3-14=-1 9/258, 3-12=-877/1083, 4-12=-73Of741, 5-12=-351/447, 5- 1 =-348/428,
6-11 =-773f741, 7-11 =-877/1106, 7-9=-54/262
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=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 4111-13 Interior(l) 4-11-13 to 13-0-0, Exterior(2)
13-0-0 to 22-0-0, Interior(l) 31-2-1 to 35-0-0 zone;C-C for members and forces &I MWF�S 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 = 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 100 lb uplift at joint(s) except at=lb)
8=1344,2=1545.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Datc
No vember 12,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA'NCE
PAGE MX7473 rev'. 1610342015 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 parom6ters, 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, seeANSIMIJ QUallty Clffgrkx,.DSB.89 and IICSI Bulli Component
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, IVA 22314.
6904 Parke East Blvd.
Tampa, Fl- 33610
Job
Tru a
Truss Type
Qty
Ply
ACQUAVISTA
T15560561
75575
A4
Hip
Job Reference (optional)
L;hambers Truss, Inc., Fort Pierce, FL
8.130 a Mar 11 2018 MiTek Indusines, inc. Mon Nov 12 09;38.36 4018 rdue i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-cXHXEuiasHU—DE5CfbVuTpfou949Umgr1 Fd9NyJz8l
6-01 7-8-4 0 17-6-0
400
g7 ' 2 35-0-0
_0 7-8-4
1-6 5.3. 6-6-0
6
3512 7-8-4
Scale 1:61.1
5x8 MT1 8HS
3x4 11
5x8 MT1 8HS
4 24
5 25 26
6
5. 00 F1 _2 5x6 i�--
'.uu'-r2 9x6
1
-
5X6
3
7
27
23
7
;z
22
8 7
'41 2
14 13
12
11 10 9
3x4 11 3x6
3x8
3X4 3x4 I I 3x8
3x8 3x4
3x6
1 17-6.0
Z7 �8
40-0
L
7 N 2 35-0-0
4 m--
V4 6-6-0
1
6 .0
3 -_12 7-8-4
Plate Offsets (X,Y)-- r2:0-8-0,0-0-101,[4:0-5-12,0-2-8l,r6:0-5-12,0-2-81,[8:0-8-0,0-0-101
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/deff Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
Vert(LL) -0.17
12 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.66
Vert(CT) -0.40
10-12 >999 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.82
Horz(CT) 0.13
8 n/a n/a
BCDL 10.0
Code FBC2017frP]2014
Matrix -MS
Wind(LL) 0.39
12 >999 240
Weight: 173 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 3-2-2 oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or3-5-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 8=1573/Mechanical, 2=16B2/0-8-0
Max Horz 2=273(LC 11)
Max Uplift 8=-1344(LC 12), 2=-1545(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3348/3603, 3-4=-2848/3214, 4-5=-3069/3502, 5-6=-3069/350�,
6-7=-2853/3183,
7-8=-3369/3587 1
BOTCHORD 2-15=-3177/3009,14-15=-3177/3009,12-14=-2521/2o/t5, 10-12=-2451/2584,
9- 1 0=-3124/3031, 8-9=-3124/3031 1
WEBS 3-1 5=-56/256, 3-14=-7221922, 4-14=-573/552, 4-12=-715/695, 5-12=-530/78
1,
6-12=-687/690, 6-1 0=-585/556, 7-1 0=-7291947, 7-9=-80/261 1
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCUL,"-��PsT; CDL=3.Opsf; h=33ft; B=53ft; L=66ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFFIS (directional) and C-C Exterion(2) - -6-Oto'�11-13,lnterior(1)4-11-13toll-0-0,Exterior(2)
11 -0-0 to 33-2-1, Interior(l) 33-2-1 to 35-0-0 zone;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 poncling.
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 joint(s) except at=lb)
8=1344,2=1545. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,"2018
,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M11`EKREFERhNCE 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 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, seeANSVTPII Quality Critedo, DSB-69 and BCSI Building Component
6904 Parke East Blvd.
Safety Infonnotlonovallable from Truss Plate Institute; 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FIL 33610
Job
ru S
Truss Type
Qty
Ply
ACQUAVISTA
T15560562
75575
A5
Hip
1
1
Job Reference (optional)
L;naMDers I russ, inc., ran rierce, rL
3-3-4
5x8 IvIT1 8HS =
5.00FI-2 4
3x4
23 3
2
16
3X6 3x4
9-0-0
14-8-9
3x4
5
15 14
4x6 3x4
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-4irvSEiDdbcrqNgPD107?OCOgZRIDCy—FvaHhqyJz8O
26-0-0 ?13 1 35-0-0
5-8-9 5-8-12
5xB NIT1 BHS =
5x8 MT1 8HS = 3x4 11
24 6 25 7 8
13 12 11
M 4x6 3x4
5-8-9
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defI
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.66
Vert(LL)
-0.22 13-14
>999
360
TCDL
1 6.0
Lumber DOL
1 * 25
BC 0.61
Vert(CT)
-0.50 13-14
>839
240
BCLL
0.0
Rep Stress Incr
YES
Wb 0.89
Horz(CT)
0.14 10
n/a
nia
BCDL
10.0
Code FBC2017fTP]2014
Matrix -MS
Wind(LL)
0.49 13-14
>849
240
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=1573/Mechanical,2=1682/0-8-0
Max Horz 2=228(LC 11)
Max Uplift 1 0=-1 344(LC 12), 2=-1 545(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shc
TOPCHORD '2-3=-3412/3699, 3-4=-3084/3321, 4-5=-3583/3939, 5-7=-3585/39&
B-9=-3098/3344, 9-10=-3436/3701 1
BOTCHORD 2-16=-3291/3108, 14-16=-2721/2811, 113-14=-3514/3583, 11 - 1 3=-2
10- 11 =-3257/3135 1
WEBS 3-16=45W700, 4-16=-367/440, 4-14=-1 052/1014, 5-14=-462/615,
8-13=-1 007/1005, B-1 1 =-386/447, 9-11 =-463/720
Scale = 1:61.1
26 3X4
- 9
3x8
35-0-0
—9-0-0
. . I
PLATES
GRIP
MT20
244/190
MT18HS
244/190
Weight: 170 lb
FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-6-4 oc purlins.
BOTCHORD Rigid ceiling directly applied or 3-10-2 oc bracing.
7-8=-3585/3983,
W2823,
6/631,
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TUDL-4.ZPST; BCDL=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterion:2) -1-6-0 to 4111-13, Interion(l) 4-11-13 to 9-0-0, Exterior(2) 9-0-0
to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lum er DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water poncling.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottorn chord in a[ I 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 joint(s) except at=lb)
10=1344,2=1545.
10
6
Walter P. Finn,PE No.22839
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 12,2018
I
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
--
Design valid for use only with MITek@ connectors. This design Is based only upon parameters sl�own, 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 prope" damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Qualfty CrIlleft, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, YA 22314.
Tampa, FL 33610
Job
Tru s
Truss Type
Qty
Ply
ACQUAVIII TA
.
. T15560563
75575
B,
Hip
I
1
JobReference (optional)
unambers I russ, Inc., F-ort rierce, I--I-
2
3X8 =
Plate
11-1-4 16-4-0
5x6
5.00 r-12 5x6
6 7
5X6 INS
5
4
25
3
24
17 16 15 14
4X6 =
7-8-1 1 1 2-4-0
u.idu s mar ii zuits mtieK inausines, inc. man tmov 14 uu;omovieuib rage i
IDXTOZhc4Bay—yKyKq-YvPHfajrOvkiSXFbnOXMYEkCtznhyfG8UZKqDGyJzB?
22-10 12 29-1-8 3� 0-0
5-2-12
Scale 1:61.4
8 5x6 INS
9
26
27
10
13 12
46 3X8
26-4-1 35-0-0
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/clefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.63
Vert(LL)
-0.20 15-17
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.60
Verl(CT).
-0.42 15-17
>992
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.88
Horz(CT)
0.13 11
n/a
n1a
BCDL 10.0
Code FBC2017[TP12014
Matdx-MS
Wind(LL)
0.34 14
>999
240
Weight: 179 lb FT = 20%
LIUMB ER- BRACING-
TOPCHORD 2X4 SP M 30 TOPCHORE
BOTCHORD 2X4 SP M 30 BOT CHORE
WEBS 2x4 SP No.3
OTHERS 2X4 SP No.3
REACTIONS. (lb/size) 2=1682/0-8-0,11=1573/0-8 - -0
Max Harz 2=391 (LC 11) .
Max Uplift 2=-1545(LC 12), 11=-1344(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb or less except when shown.
TOPCHORD 2-3=-3520/3469, 3-5=-3244/3226, 5-6=-2366/2470, 6-7=-2207/2397, 7-8=-2366/2495,
B-1 0=-3244/3218, 10-11 =-3519/3530 i
BOTCHORD 2-17=-3124/3193,15-17=-2520/2581, 14-15=-17135/2016,12-14=-2451/2587,
11-12=-3101/3186
WEBS 3-17=-481/605, 5-17=-372/572, 5-15=-905/1096, 6-1 '5=-604/658, 7114=-617/658,
8-14=-913/1108, 8-12=467/589,10-112=48V710 I
Structural wood sheathing directly applied or 3-7-6 oc puffins.
Rigid ceiling directly applied or 3-11-8 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vas.d=132mph; TC----.-,-., BCDL=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFPIS (directional) and C-C Extedor(2) -1-6-0 to 41'11-13, Interior(l) 4-11-13 to 16-4-0, Exterior(2)
16-4-0 to 18-8-0, Interlor(l) 27-10-1 to 35-0-0 zone;C-C. for members and forces & MWFRS for reactions shown; Lumber DOL= I.UU
plate grip DOL=1.60
3) Provide adequate drainage to prevent water pioncling.
4) All plates are 3x4 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load In .... .... ... .... with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=1545,11=1344.
waiter P. rjnn PE No.12839
MiTek USA, Inc. FL NO 663,4
6904 Parke East Blvd. Tampa rL 33610
Date:
November 12,2018
WARNING - Verify design parameters and READ NOTES ON THISANDINCLUDED mrrEK REFERANCE PAGE M/1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MffekO connectors. This design Is based only upon parameters si�own, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parcrn�ters 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 propeoy damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMIJ Qualtily Critaft. DSB.69 and BCSI BuldIng Component
6904 Parke East Blvd.
Safoty InfounatlIonavallable from Truss Plate Institute, 218 N. Lee Street Sulte 312. Nexondria, VA 22314.
Tampa, FL 33610
Job
Tru S
Truss Type OF
Qty
Ply
ACQUAVII TA
1
T15560564
75575
B1
Roof Special
1
. . 1
Job Reference (optional)
unaMbers I russ, Inc., i--on Fierce, I-L - "Jull I— '.y. ,
I D: a NkrWfLwR"D'Xd'T'05ZIhvicEt4rBlalye—uy[cK3ylvKilqI ulK61zflftuwukbTli9luCbs'ZI]4[uhqnLj2b4RHJLM5ph8ZHID30miyJz8-
1-11-6-01 7-8-5 15-4-P -4 ?-0-8-0 17-3-1122 35-0-0
.6.0 �. .11 IV -8-4
7-8-5 7 O.g 4.4.0 67 7
Scale = 1:63.3
5xl 2 NIT1
8HS
5.00F1_2
6xl 0
5X8
25
7
5x12 MT18HS
5X6
24
34
d 7
26
d c�
23
ch
2
T�
BE
16
15
14 13
12 .11
10
3x4 11
4x6 3
4
3x8 4x6
3x4 11
3xB
3x6
3x4
i
7-8-5
1 5�.4;
110
27-3-12
35-0-0
7-8-5
11-0-0
6-7-12
7-8-4
Plate Offsets (X,Y)-- (2:0-0-6, Edge], [4:0-4-12,0-3-01, [4:0-0-0,0-1-121, [6:0-5-4, Edge],
[7:0-5-0,0-2-41, [9:0-!1-_20- 1 -81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) I/defI Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.84
Vert(LIL)
-0.23 12-13 >999 360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.73
Vert(CT)
-0.51 12-13 >819 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.75
Horz(CT)
0.13 9 n1a n/a
BCDL 10.0
Code FBC2017[TP]2014
Matrix -MS
Wind(LL)
0.64 12-13 >777 240
Weight: 178 lb
FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP M 30
TOPCHORD Structural wood sheathing directly applied or 3-5-2 oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD Rigid ceiling directly applied or 3-7-7 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt
3-14,8-12
REACTIONS. (lb/size) 9=1573/0-8-0,2=1682/0-8-0
Max Harz 2=368(LC 11)
Max Uplift 9=-1 344(LC 12), 2=-1 645(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
TOP CHORD 2-3=-3399/3274, 3-5=-2539/2591, 5-6=-2348/2506, 6-7=-2408/254 , 7-8=-2584/2644,
B-9=-3398/3355
BOTCHORD 2-16=-2883/3075,14-16=-2883/3075,13-14=-1914/2196,12-13=-1900/2182,
10-1 2=-2891/3049, 9-1 0=-2891/3049
WEBS 3-16=0/298, 3-14=-1061/1052, 5-14=-963/1074, 6-13=-667f7031 6_l12=_275/357,
7-12=-496/552, 8-12=-1017/1087,8-10=-20/308
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; E CDL=3.Op f; h=33 ; B=53 ; L=65 t; eav =7 ; at.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 4-11-13, Intedor(l) 4-11-13 to 15-4-0, Exterior(2)
15-4-0 to 27-3-12, Interior(l) 27-3-12 to 35-0-0 zone;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 poncling.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni. with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical conne6tion (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb)
9=1344,2=1545.
Walter P. Finn.PE No.22839
MiTek USA, Inc. Fl. Cart 6W
6904 Parke East Blvd. Tampa FL 33810
Iyate:
November 12,2018
,&WARNING -Vertry design parameters and RE4D NOTES ON THIS AND INCLUDED MITEKREFER�NCE
PAGE MX7473 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 parom6ters
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord,
and properly Incorporate this design Into the overall
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
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII
Quality Ciftedo, DSB-89 and Best SuDdIng Component
6904 Parke East Blvd.
Safety Informciflonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria
VA 22314.
Tampa, FL 33610
Job
S
Type
Qty
Ply
ACQUAVISTA
T15560565
75575
B2
Roof Special
Job Reference (optional)
unamDers I russ, Inc., t-on Fierce, F-L
7-8-5
7-8-5
t5. iou s rviar it euto ivii i wK uiuubujub, mu. muit imuv 14 UU;00;4U 4u 10 rayu 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-VIX24G]5wW—QhrPzuRZqdfqUymSgQbLRytpxH8yJz7z
' 1 . I L7_ N 2. 35-0-0
4-Ti. ".�_l 2 7-8-4
Scale = 1:63.3
5kB
5.00F12
5x12 5x6
6
5x12 MT18HS 5�
3X4
24
34
8
25 26
d '7
23
>3,x,4
2
9
e
16
15
14 13
12 11
10
3x4 11
46 4<8
3x4 11
46 3x8
3x4 11
3XB
3x6
7-8-5
15
8-.1-00
21-.1 �7 3- 2
35-0-0
7-8-5
T�4;0
3
4 4 112
1 7-8-4
P late Offsets (X,Y)-- f2:0-0-6, Edq el, [4:0-5-0,0-3-41, [4:0-0-0,0-1 -121, [7:0-3-0,0-2-41,
[9:0-4-2, 0-1 -81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) I/clef] Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.85
Vert(LL)
-0.17 13 >999 360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.66
Vert(CT)
-0.39 14-16 >999 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incir YES
WB 0.72
Horz(CT)
0.13 9 n/a n1a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Wind(LL)
0.38 13 >999 240
Weight: 181 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD Structural wood sheathing directly applied or 3-2-8 oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD Rigid ceiling directly applied or 3-6-7 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt
3-14,5-14
REACTIONS., (lb/size) 9=1573/0-8-0,2=1682/0-8-0
Max Harz 2=368(LC 11) .
Max Uplift 9=-1344(LC 12), 2=-1545(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3433/3287,3-5=-2492/2518,5�6=-2473/2609,6-7=-2581/270 17-8=-277 851,
8-9=-3388/3369
BOTCHORD 2-16=-2897/3084,14-16=-2897/3084,13-14=-2389/2648,11-13=-2� 88/2649,
10-11=-2907/3035,9-10=-2907/3035
WEBS 3-16=01331,3-14=-1133/1152,5-14=-1427/1481, 6-11=-414/379,7[11=-758f797,
8-11=-842/934,8-10=-60/287,6-14=-1060/1215
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=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 4- 1-13, Interion(l) 4-11-13 to 15-.4-0, Exterior(2)
15-4-0 to 29-1-13, Interior(l) 29-1-13 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.6b
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. I . .
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
9=1344,2=1545. 1
Walter P. Finn PE No.22839
Il USA, Inc. I'L tort 66 , 34
6904 Parke East Blvd. Tampa FL 33610
Data:
November 12,2018
,& WARNING - VerW design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERA NCE PAGE 11,1114473 rev. 1WO312015 BEFORE USE.
Design valid for use only with IVlITek@ 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, seeANSIMIJ Quality CrItarlo, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
SafetV [nformationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty I
Ply
ACQUAVISTA
T15560566
75575
B3
Roof Special
Job Reference (optional)
L;namDers I russ, inc., ran rierce, t-L — --" —.. 1.V. .
I I D: aNkrWfI-wRDX"T0uZ`h c1v41`B[ aly-14y'KI yK`q" �U"51D I cmj gq6 HJ?—AS 8439sMf—Aoy9 6vaAW YU pbyJz7y
1-6-0
5x8 MT1 8HS =
Scale = 1:65.0
5-0o F1-2
5x12 5x6
5x12 MT18HS --
5
3X4
24
3
7
P7
23
25 26
2
8 9 7
b9l
16
15
14
13 12 11
10
3X4 11
4x6 3
x10
3X4 4x6 3X8
3X4 11
3x6
3x6
15-8-0
7w8n5
15-" 1A-4,Q
4-0
48-0 �7
35-0-0
1
1
7-8-5
7-3-11 0�4
01
0.4-0
4
7-8-5
Plate Offsets (X,Y)-- [3:0-6-0,0-3-01, [6:0-3-0,0-2-41, [8:0-0-6,Edgel
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL.
in (loc) Well Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.83
Vert(LL)
-0.18 13-14 >999 360
MT20
244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.62
Vert(CT)
-0.40 13-14 >999 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.51
Horz(CT)
0.14 8 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.40 13-14 >999 240
Weight: 178 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD , Structural wood sheathing directly applied or 3-2-12
oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD Rigid ceiling directly applied
or 3-10-3 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt
3-14, 5-14, 4-14
REACTIONS. (lb/size) 2=1686/o-8-0, B= 1680/0-8-0
Max Harz 2=369(LC 11)
Max Uplift 2=-1540(LC 12), 8=-1540(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3420/3212, 3-4=-2510/2543, 4-5=-2492/2538, 5-6=-2770/2911, 6-7=-3000/3113,
7-8=-3380/3381 1
BOTCHORD 2-16=-2707/3060,14-16=-2709/3045,13-14=-2804/' 1082,11-13=-2803/3085,
10-11 =-2908/303618-1 0=-2908/3036 1
WEBS 3-1 6=-1/333, 3-14=-1 077/1109, 5-14=-1 285/1471, 5- 1 1=430tiono, 6- =-1 02211028,
7-11 =-718/842, 7-1 0=-43/273, 4-14=-1 337/1414 1
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; CDL=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS'(directional) and C-C Exterior(2) -i-6-011o4-hl -13 ' Interior(l) 4-11-13 to 15-4-0, Exterior(2)
15-4-0 to 31-1-13, Interior(l) 31-1-13 to 36-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=11.60 I
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 nonconcurrent1with 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. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=1540,8=1540.
Walter P. Finn.PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
November 12,2018
WARNING - Vartlydesign parameters and RE4D NOTES ON THISAND INCLUDED MITEK REFERANCE
I
PAGE 11111-7473 rev. 10103)2015 BEFORE USE.
--
Design valid for use only with IVllTek8 connectors, This design Is based only upon parameters shown,
and Is for an Individual building component not
W1,
atruss system. Before use, the building designer must verity the applicability of design parameters
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chordImembers
and properly Incorporate this design Into the overall
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, seeANSVIPII
Quality Criteria, DSB-89 and BCSI BuNdIng Component
6904 Parke East Blvd.
Safety Informatlanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,
VA 22314.
Tampa, Fl- 33610
Job
Truss
Truss Type i#
1 0
Q
Ply
ACQUAVISTA.
T1556056
� I
75575
B4
Roof Special
Jot
Uhambers I russ, Inc., Ir-on Herce, r-L
1- 1 2-0 7-8-6
1-6 0 7-8-6
5.00 r1_2
24
2
3x6 =
u.iju s mar ii zuio mi ieK inausines, Inc. mon Nov iz uv:jts:4z zuin rage i
3-5-5
5x6 = 5X8
4 26 5
5X8 MT1 BHS = 5X8 MT1 BHS
3X4 6
3
25 W_�
17 16 15 14 13 12 11
3X4 11 4x6 = 3x6 3x4 4x6 3X4
3x8
4-10-11 1-6-0 '
Scale = 1:62.9
3X4 7
8 9
07
I'T
0
3X8
13-0-0
17-8 0
1 0
8-0
35-0-0
5-3-10
4-8-0 4. ;4
_6
8-4-0
Plate Offsets (X,Y)-- [2:0-0-6,Edqel,[4:0-3-0,0-2-41,[5:0-5-4,0-2-41,[7:0-5-12,0-2-81,[9:0-0-0,0-0-21
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in (loc)
I/clef] Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL) -0.19 13-14
>999 360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.62
Vert(CT) -0.44 13-14
>952 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.96
Hor-z(CT) 0.14 9
n/a n/a
BCDL 10.0
Code FBC2017fTP]2014
Matdx-MS
Wind(LL) 0.43 13-14
>979 240
Weight: 182 Ito
FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP M 30
TOPCHORD Structural wood sheathing directly applied or 3-4-6 oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD Rigid ceiling directly applied or 3-11 -1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1680/0-8-0,9=1680/0-8-0
Max Horz 2=-322(LC 10)
Max Uplift 2=-1540(LC 12), 9=-1.540(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3356/3381, 3-4=-2667/2831, 4-5=-2480/2735, 5-6=-2815/3018, 6-7=-3650/3926,
7-8=-3164/3341, 8-9=-3483/3737
BOTCHORD 2-17=-2873/3028, 15-17=-2873/3028, 14-15=-2242/2,533, 13-14=-3�08/3608,
11 - 1 3=-2729/2864, 9-11 =-3287/3179
WEBS 3-17=-1 5/295, 3-1 5=-896/954, 4-15=-695/726, 5-14=..925/942, 6-14L1 410/1598,
6-13=-550/689, 7-13=- 10 17/943, 7-11 =-279/38 1, 8-11 =_438/644, 5]15=-402/396
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; T(,DL=4.2psf; B�CDL=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 4-111-13, Interion(l) 4-11-13 to 13-0-0, Exterior(2)
13-0-0 to 17-8-0, Interior(l) 22-4-0 to 36-6-0 zone;C-C for members and forces & 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 lost bottom chord live load nonconcurrent th 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. i
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=1540,9=1540.
Walter P. Finn.PE No.22839
III USA, Inc. Fl. Cort 6634
6904 Parke East Blvd. Tampa FL 33610
QaW
November 12,201 E
,& WARNING - Verify design parameters and READ NOTES ON THIS AND iNcLuDED mrrEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M1Tek@ connectors. This design Is based only upon parameters sr own and Is for an Individual building component, nc
a truss system. Before use, the building designer must verify the applicability of nd properly Incorporate this design Into the overall
8
design '.r.me�
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chorcirnembers 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 .
c
fabrl aflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSIfrPII Qu Criteria, DSB-89 and Iii Building Component.
6904 Parke East Blvd.
Safe 22 4.
ty Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VAIT11
Tampa, FL 33610
Job
Tru s
Truss Type
Qty.
Ply
ACQUAVISTA
T15560568
75575
B5
Roof Special
1
1
Job Reference (optional)
UlriarnDem I russ, Inc., t-ort t-ierce, t-L
C' 2
0. IOU 5 IvIdr 1 1 4U I a Ivil I UA H Iuubulub, 11—i" "'Uv I. '.V. I
iXTOZhc4Bay—yKyKq-viCAiHnzCRM?YJBYaZ7XFHSOU—TUduMteq1 buTyJz7v
24-4-0 28-8-0 35-0-0 , .36-6-0.
Scale = 1:62.9
7
9
107
17 16 16 14 13 12 11
3X4 11 4x6 US 3x4 11 3x4 3x6
3x6 3XB 5xB MT1 8HS
7-8-4 11-0-0 1 9-8-b 24-4-0 28-8-0 35-0-0
7-8-4 3-3-12 4-4-0 4-4-0 4-8-0 4-4-0
Sx6 3x4i= 5X15
4 26 527 2B '6
5.00F1_2 3X4 — 5x8 MT1 8HS
6X —
3 6xB
25 7 29
24 _-5��3 z
7-8-4 1 3-3-12
. B-8-0 4-8-0
4-4-0 6-4-U
Plate Offsets (X,Y)-- [2:0-0-6,Edqel,[4:0-3-0,0-2-41,[6:0-3-12,0-2-8l,r7:0-5-4,0-3-01�[8:0-4-0,0-1-131,[9:0-0-6,EdgeI
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/clefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL) -0.22 12-14 >999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.68
Vert(CT) -0.54 14-16 >780
240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.96
Horz(CT) 0.15 9 n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Wind(LL) 0.49 12-14 >850
240
Weight: 175 lb
FT = 20%
LUMEIER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD Structural wood sheathing directly applied or 3-2-9 oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD Rigid ceiling directly
applied or 3-5-13 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1680/0-8-0,9=1680/0-8-0
Max Horz 2=277(LC 11)
Mix Uplift 2=-1 540(LC 12), 9=-1 540(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3341/3458, 3-4=-2862/3102, 4-5=-2648/2929, 5-6=-3007/332d, 6-7=-3232/3445,
7-8=-3169/3457, 8-9=-3412/3552 1
BOTCHORD 2-17=-2927/3004,16-17=-2927/3004,14-16=-2709/2921,12-14=-4 03/4318,
11-12=-4299/4320,9-11=-3041�/3077
WEBS 3-16=-720/858, 4-16=-941/936'.5-16=-590/6B9,6-14=-897/910, 7-1 =-1623/1851,
7-11 =-1 417/1443, B-1 1 =.-841/924
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=3.Opsf; h=33ft; B=53ft; L=65ft;.eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to4-111-13, Interior(l) 4-11-13 to 11-0-0, Exterior(2)
11-0-0 to 24-4-0, Interior(l) 24-4-0 to 36-6-0 zone;C-C for members and forces& WFRS for reactions shown; Lumber DOL=1.60
plate grip DCL=11.60
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 I areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of wit standing 100 lb uplift at joint(s) except at=lb)
2=1540,9=1540. 1
,& WARNING - Verify design parameters and READ NOTES ON THISANDINCLUDED mrTEK REFERAkcE PAGE 11111-7473 rev. 1010312016 BEFORE USE.
Design valid for use only with IvITek@ connectors, This design Is based only upon parameters sh6wn, and Is for an Individual building compo6ent, not
a truss system. Before use, the building designer mustverlfy theppplicablllty of design paromet6ts and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord tembers only. Additional temporary and permanent bracing
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, seeANSVMII QiiiIallty Criteria, DSB-69 and BCSI Building Componant
Safety Inforimationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA, 22314.
Walter P. Finn, PE No.22839
Mi rek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
DaW
November 12,2018
M!Tek'
6904 Parke East Blvd.
Tampa, IFIL 33610
Job
Tru S
Truss Type
Qty:
Ply
ACQUAVISTA.
T15560569
75575
B6
Roof Special
1
1
.
Job Reference (optional)
K— hi— 4n nn 00 AA OAID- D i
Chambers Truss, Inc.,
6-01
Fort Pierce, FL
5-:-1 -0-0
15-4-0
U.— M., i 1 —.6-1 6 n U ii— M �
ID:aNkrWfLwRDXTOZhc4Bay—yKyKc(-N3mYwdocz]UsAS117GemnV—CaNmMMLROsUngQwyJz7v
21-8-0 -4-0 `0 500 36-6-0
1.6 0
_1 2
6-4 .0
.0
4 4
6-4-0 80
Scale 1:62.9
5x8 MT1 BHS
3x4
11 5x8 MT1 BHS
5.00 FiT 4
526
27 6
3 3x4 -Z�
X4
0 MT18H 5x121
-6xlOMT18HS= 5xl2MT18HS=
25 3
7 8
24
2
9
9
1017
17
16
15
14 13 12 11
3x6
3x4
4x6
3XB
4x5 4x8 3x4 11 3x8
5x8 MT1 8HS —
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc) . I/def] Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.75
Vert(LL)
-0.29 12-14 >999 360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.84
Vert(CT)
-0.67 12-14 >631 . 240
MT18HS
244/.190
BCLL 0.0
Rep Stress Incr
YES
WB 0.90
Horz(CT)
0116 9 n/a n/a
BCDL 10.0
Code FBC2017frPI2014
Matrix -MS
Wind(LL)
0.66 12-14 >635 240
Weight: 172 lb
FT 20%
LUIMBER-
BRACING-
TOPCHORD 2x4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 2-9-12
oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 3-0-5 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 4-15,7-14
REACTIONS. (lb/size). 2=1680/0-8-0,9=1680/0-8-0
Max Horz 2=-233(LC 10)
Max Uplift 2=-1 540(LC 12), 9=-1 540(LC 12)
FORCES. (lb) - Max. Conri Ten All forces 250 (lb) or less except when sho Nn.
TOPCHORD 2-3=-3406/3592, 3-4=-3081/3233, 4-5=-3634/3903, 5-6=-3634/390'c, 6-7=-3748/3887,
7-8=-5402/5644, B-9=-3551/3626
BOTCHORD 2-17=-3093/3103,15-17=-2552/2810,14-15=-3211/3456,12-14=-5 t37/5474,
11 - 1 2=-3140/3236, 9-11 =-313813228
WEBS 3-17=-453/664, 4-17=-342/448, 4-15=-1 053/1054, 5-15=-506/693, E -1 5=-290/413,
6-14=-870/945, 7-14=-2211/2420, 7-12=-925/1065, 8-12=-2419/2367
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=3.Opsf; h=33ft; B�53ft; L=65ft; eave=7ft,* Cat.-
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 4-i 1-13, Interior(l) 4-11-13 to 9-0-0, Extedor(2) 9-0-0
to 26-4-0, Interior(l) 26-4-0 to 30-8-0 zone;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 poncling.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nohconcurrent Nith any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. , -
7) Provide mechanical connection (by others) of trus's to'bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
2=154o,9=1540. I
Walter P. Finn. PE No.22839
MiTek USA, ln'e. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date'.
November 12,2018
wARNiNr. - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1141TEK REFERANCE
PAGE Mll-7473 rev. 10103)2015 BEFORE USE.
Design vold for use only with Mffek(g) connectors. This design Is based a . nly 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 wet, 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 properiy damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYPII Qualtlilir Criteria. DS113-89 and BCSI Building Component
Salloty Informationavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. V� 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA
T15560570
75575
C
Common
2
Job
Ghambers I russ, Inc., Fort Ilierce, FL
6-11-2
6-11--2
5.00 F1_2
17
16
2
3x5
mious iviaT I 1 41.110 M11BK inuusines, inu. mun iN[uv ieuv;13o;-+o4u10 rdye I
10.0.0 ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-rGKx7zpEk2cjocHxh-9?KiXQAnAY5xfA58XiyMyJz7u
L, --0-- —1, 20-0-0 1 '--0
3-0-14 '.0." 6-11-2 Ll�
-0
Scale = 1:36.9
4x4
4
2X3 'I, 2X3 1'
___> 5
3 1 1 �
9
3x6 3818
18
19
6
3x5 =
Plate Offsets (X,Y)-- [2:0-0-6,Edgel, r6:0-0-6,Edgel
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.14 8-15 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.34 8-15 >715 240
BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.03 6 n/a n/a
BCDL 10.0 Code FBC2017/TP[2014 Matrix -MS Wind(LL) 0.17 8-15 >999 240 Weight: 85 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 5-2-1 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 5-11-15 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2�1005/0-8-0,6=1005/0-8-0
Max Harz 2=-255(LC 10)
Max Uplift 2=-962(LC 12), 6=-962(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shoyvn.
TOPCHORD 2-3=-1 668/1693, 3-4=-1 373/1391, 4-5=-1 373/1391, 5-6=-1 668/1692
BOTCHORD 2-8=-1 316/1472, 6-8=-1 37111482
WEBS 4-8=-943/971, 5-8=-5371775, 3-8=-5381776
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�3.0psf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-OW4 1-13,lnte(jor(1)4-11-13tolO-O-O,Exterior(2)
10-0-0 to 16-5-13 zone;C-C for members and forces & MWFRS I X; 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 6th 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 at wit tanding 100 lb uplift at joint(s) except at=lb)
2=962,6=962. 'Is
7 11 T.
0
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE
I
PAGE 11111-7473 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 on Individual building c6mponent not
a truss system. Before use, the bullding designer must verify the applicability of design parametbrs 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
Mek'
Is always required for stability and to prevent collapse with possible personal Injury and proper� damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of tfusses and truss systems, seeANSVMII Quality Criteria, DS11.69 and BCSI Bulildling Component
6904 Parke East Blvd.
Salloty Informatlanovallable from Truss Plate lnstitute� 218 N. Lee Street, Suite 312, Alexandria, VA, 22314.
Tampa, FL 33610.
Job
Tru s
Truss Type
A
Qty
Ply
ACQUAVIS TA
.
T15560571
75575
C1
Hip
1
�nal)
L;namDers I russ, Inc., ron vierce, M
1 -1-6-0 . 5-8-12
2
3x5 =
5.00 F12 2x3 Z'�
18
9-0-0
4X4 --
4
11 1 1 0
3x6 = q.1
0. 1 JU 5 Mar I I 4U 10 IVII I eK 111OUbtrieU, 111U. IVIUI I 111UV I e UU;'30;-+0 4V 10 rdye I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-JSuJLJqsVMIaPms7FhgEsw4cwBZOqQSJKoGFUoyJz7t
_0 4-'-4 20-0-0 1`0
1 �3.3-'� 1 5-8-12 !
11-0-0
4x4
5
9
'3X4
Scale 1:37.5
2x3 5;,
6
19
7
7
7 8
8 17
0
3X5
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/def] Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.26
TC 0.44
Vert(LL) -0.12 9-17 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.44
Vert(CT) .-0.28 9-17 >854 240
BCLL 0.0
Rep Stress Incr YES
WB 0.23
Horz(CT) 0.04 7 n/a n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Wind(LL) 0.15 9-17 >999 240
Weight: 89 lb FT = 20%
LUMBER-
IBRACING-
TOPCHORD 2x4 SP M 30
TOPCHORD Structural wood sheathing directly applied or 5-2-13 oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD Rigid ceiling directly applied or 5-8-8 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1005/0-8-0,7=1005/0-8-0
Max Horz 2=233(LC 11)
Max Uplift 2=-962(LC 12), T=�-962(!_C 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1736/1905, 3-4=-1404/1499, 4-5=-1302/1438, 5-6=-1404/149E, 6-7=-1735/1905
BOTCHORD 2-1 0=-1 542/1565, 9-1 0=-930/1191, 7-9--L-1 560/1562
WEBS 3-1 0=-514/773, 4-1 0=-372/402, 5-9=-372/402, 6-9=-515f773
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=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 4-1.1-13, Interior(l) 4-11-13 to 9-0-0, Exterior(2) 9-0-0
to 11-0-0, Interior(l) 20-0-Oto 21-6-0 zone,C-C for members and forces& MWFR for reactions shown; Lumber DOL=1.60 plate
grip DOL=11.60
3) Provide adequate drainage to prevent water poncling.
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 atjoint(s) except Gt=lb)
2=962,7�_962. . : I
Walter P. Finn.PE No.22839
MiTek USA, Inc. FL Carl 604
6904 Parke East Blvd. Tampa FIL 33610
Date:
November 12,2018
,& WARNuir- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERA
CE PAGE MIP7473 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
altruss system. Before use, the building designer must verify the applicability of design parometbrs
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord
and properly Incorporate this design Into the overall
tembers 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. seeANSVIIFII Quality
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA
Citledia. DSB-89 and BCSII Building Component
22314.
6904 Parke East Blvd.
Tampa, FL. 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA.
T15560572
75575
E
MONOPITCH
6
1
Job Reference (optional)
L,naMDers i russ, inc., ran rierce, lL
2
0
3x4 =
5.00
ti.ious mar ii zuitj miieK inclusines, mc.,mon ijov iz uumb:4t zuits rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-oeShYfqUGgtRlwRKpPBTP7cqFb?EZvxTZSOplEyJz7s
Scale 1:10.6
3
4
9
4
3X4
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
0.00
8
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.06
Vert(CT)
-0.00
8
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(CT)
-0.00
9
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MR
Weight: 12 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-8-0 oc purlins,
BOT CHORD 2x4 SP M 30 except end verlicals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=248/0-8-0,9=57/0-3-8
Max Horz 2=170(LC 12)
Max Uplift 2=-412(LC 12), 9=-98(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sho vn.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (21-second gust) Vasd=132mph; TCDL=4.2psf; BCDL7:3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat..
11; Exp D; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exterior(2� 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 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 alive load of 20.Opsf on the bottom chord in all r6as where a rectangle 3-6-0 tall by2-0-0 wide
will fit between the bottom chord and any other members.
4) Bearing at joint(s) 9 considers parallel to grain value using ANSlfTPl I angle to grac in formula. Building designer should verify
capacity of bearing surface. -
5) Provide mechanical connection (by others) of truss to bearing plate capable of witl standing 100 lb uplift at joint(s) 9 except Ot=lb)
2=412.
Walter P. Finn. PE No.22839
MiTek USA, Inc. FL Cart 66U
6904 Parke East Blvd. Tampa FL 33610
Date -
November 12,2018
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE
PAGE MX7473 rev. 101103V2015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parameters'sho
, wn, and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design paramet6rs
and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord r�embers
Is always required for stability and to prevent collapse with possible personal Injury and properN,
only. Additional temporary and permanent bracing
damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Q4ollly Cdtoda. DSB-89 and BCSI flullding Component
6904 Parke East Blvd.
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VAI 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA
T15560573
75575
FLA
Floor
10
1
Job Reference (optional)
Chambers I russ, Inc.,
ron Pierce, FL
8.130 s Mar 11 2018 MiTek ndustrie5, Inc. Man Nov 12 09;38;48 2016 raye i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-GqO3m?r6lz?lf4OWM6iiyL9s5?7RIEDcn6lMZhyJz7r
0-3-8
HI 2-6-0
?:Z4
2-0-0
k
0 8
le 1:42.4
3x4
6xB
6x8
US
4x4
4x4
3x6 FP
4x5 3x4
1 2 3
4 5
6 7
8
9
10 11
12 13 14 is
919
I lu.
0
24 23 22 21 20
19
18
17 16
5x12 4x8 3x6 FP
4x4
48
5x12
5x12 MT18HS SP
4x4
L
13-6-8
LOADING (psl)
SPACING-
2-0-0
CSI.
DEFL.
in ([cc)
I/defl
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.78
Vert(LL)
-0.31 19-20
>948
480
MT20
244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.89
Vert(CT)
-0.50 19-20
>583
360
MT1BHS
244/190
BCLL 0.0
Rep Stress Incr
YES
WB 0.60
Horz(CT)
-0.10 15
n1a
n/a
BCDL 5.0
Code FBC2017fTP12014
Matrix-S
Weight: 140 lb
FT = 20%F, I 1%E
LUMIBER- BRACING -
TOP CHORD 2x4 SP M 30(flat) TOPCHORD
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat) *Except* BOTCHORD
1-23,15-17: 2x4 SP M 30(flat)
REACTIONS. (lb/size) 1=1568/0-3-0, 15=156B/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-3=-1 999/0, 3-4=-1 964/0, 4-5=443121/0, 5-6=-4438/0, 6-7=-5017/0, 7-8=-5017/0,
8-9=-5017/0,9-11=-4438/0,11-12=-4438/0,12-13=-1994/0113-15=JI1999/0
BOTCHORD 22-23=0/3428, 20-22=0/4955,19-20=0/5017,18-19=0/4955,17-18=,0/3428
WEBS 7-20=-543/226, 8-19=-543/226,1-23=0/2423, 3-23=-290/0, 4-23=-17,77/0, 4-22=0/1252,
5-22=-315/0, 6-22=-749/0, 6-20=-3091694,15-17=0/2423,13-17=-290/0,12-17=-1777/0,
12-18=0/1252,11-18=-315/0, 9-18=-749/0, 9-19=-309/694 1
Structural wood sheathing directly applied or 5-7-6 cc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
i) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 2x3 MT20 unless otherwise indicated.
4) The Fabrication Tolerance at joint 21 = 11 %
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to eacl� truss with 3-1 Od (0. 131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall noill, exceed 0.500in.
Walter P. Finn. PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
November 12,2018
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE 11,111-7473 rev. 101031201S BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parameters sho�vn,
and Is for an Individual building component, not
wt
a truss system. Before use, the building designer must verity the applicability of design paramete'rs
and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord rdembers
only. Additional temporary and permanent bracing
M!Tek'-
Is always required for stability and to prevent collapse with possible personal Injury and property1damage.
For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, se9ANSVWl1 Quality
Criteria, DSB-69 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VAI 22314. -
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAV ISTA
T15560574
75575
FLB
Floor
2
Job Refereno
Chambers Truss, inc., Fort Pierce, FL 8.11,50 s mar i 1 2018 MIT ek inausines, Inc. Man Nov 12 09;38;49 2016 rage I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-k1 aRzLskoH78GEbiwqExUyi7sOVJ1 cj[OmVv57yJz7q
0-3-8
1 2-6-0 1 0-11-8 2-0-0 soi:U
daid = 1:34.8
6x6 3x4 3x4 3x4 3x4 3x6 FP 3x4 3x4 6x8
1 2 3 4 5 6 7 8 9 10 11 12 13
C
C 9
d 9 9
6 CP
21 20 19 18 17 16 15 14
4xl 0 3x5 3x5 4xl 0
0 9-3-0 10 3 1 111 ;1-.1 20-2-B 29-60
OE23-4 B-11-8 OL3-8
Plate Offsets (X,Y)-- [1:0-1 -8, Edgel, [6:0-1-8, Ed -gel, 17:0-1-8, Edge], 1 3:0-1-8,Edqel� [14:0-1-8, Ed_qel, rl 7:0-1-8,0-0-01, rl 8:0-1-8, Ed_qel
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.15 18-19 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC .0.72 Vert(CT)- -0.24 17-18 >980 360
BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) -0.06 13 n/a n/a
BCDL 5.0 Code FBC2017frPI2014 Matrix-S Weight: 118 lb FT = 20%F, I I %E
LIUMBER- BRACING-
TOPCHORD 2x4 SP M 30(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP M 30(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=1286/0-3-0,13=1286/0-3-0
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-3=-1 605/0, 3-4=-1 600/0, 4-5=-3262/0, 5-6=-3262/0, 6-7=-33 , -8=-3262/0,
8-10=-3262/0, 10-11=-1600/0,11-13=-1605/0
BOTCHORD 19-20=0/2653,18-19=0/3368,17-18=0/3368,16-17=0/3368,15-16=10/�2653
WEBS 1-20=0/1944,3-20=-29810,4-20=-1305/0,4-19=0/755,5-19=-31 5 6-19=-578170,
13-15=011944,11-15=-298/0,10-15=-1305/0,10-16=0[75518-16=- 12/53,
7-16=-578/170
NOTES-
1).Unbalanced floor live loads have been considered for this design.
2) All plates are 2x3 MT20 unless otherwise indicated.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to eacl) truss with 3-1 Od (0.131 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) Gap between inside of top chord bearing and first diagonal or vertical web shall not, exceed 0.500in.
Walter P. Finn PE No.22839
MiTek USA, Inc. K Cent 66 34
6904 Parke East Blvd. Tampa FL 33610
Date:
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 rr�embers only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and prcpe�), domage�, For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI1 Quality Cifforlo, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
AC QUAVISTA
T15560575
�
75575
FLC
Floor
7
1
Job Reference (optional)
Unambers I russ, Inc., t-ort merce, I-L
0-3-8
H 1 2-6-0
5X6 11 3X4 W 11
1 2 3
C
q
16 15
2x3 11 4x10
3x4
4
miju s mar I I ZU 10 Wit 18K inausines, inc. rviun niuv iz uu;ja;ou eu jo rdyu I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-CD7pAhtMZbF?uNAuUX]A1 mEJuotWm5JvFQETeZyJz7p
2-0-0
Sed a = 1:31.4
2X3 11 2X3 11
5 1 6
14 13
3x4 3x4
10-3-8
3x4 2x3 11 3X4 = 5x6
7 8 9 10
12 11
4x10 2X3 11
0
9 6
CP &
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.37
Ven(LL)
-0.21 14-15 >991 480
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC. 0.60
Vert(CT)
-0.29 14-15 >719 , 360
BCLL 0.0
Rep Stress Incr
YES
WB 0.81
Horz(CT)
-0.04 10 n/a n/a
BCDL 5.0
Code FBC2017fTP]2014
Matrix-S
Weight: 101 lb FT= 20%F, ll%E
LUMBER-
EIRACING-
TOP CHORD 2x4 SP M 30(flat)
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP M 30(flat)
except end verticals.'
WEBS 2x4 SP No.3(flat)
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=1146/0-3-0,10=1146/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sho�n.
TOPCHORD 1-3=-1 410/0, 3-4=-1 405/0, 4-5=-2686/0, 5-6=-2685/0, 6-7=-2685/0, 7-8=-1 405/0, 8-1 0=-1 410/0
BOTCHORD 14-15=0/2262, 13-14=0/2685, 12-13=0/2262
WEBS 5-1 4=-309/0, 6-13=-309/0, 1 -1 5=0/1 708, 3-15=-297/Cl, 4-15=-1 062/01 4-14=0/706, 10-12=0/1 708, 8-12=-297/0,
7-12=-1062/0, 7-13=01706 i
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to eac�� truss with 3-1 Od (0.131 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) Gap between inside of top chord bearing and first diagonal or vertical web shall no�' exceed 0.500in.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cerl: 6634
.6904 Parke East Blvd. Tampa FL 33810
Vatic
November 12.2018
,& WARNING- Verify design parameters and READ NOTES ON THIS AND iNcLuDED mrTEK REFERANICE PAGE 11111-7473 rev. 1WO312015 BEFORE USE.
Design valid for use only with MiTe1<@ connectors. This design Is based only upon parameters sho�tn, and Is for an Individual building component, net
a truss system. Before use, the building designer must verify the applicability of design paramete , rs and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord rriembers only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury and property1domage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Ciftedo, DSB-89 and IIICSI Sulding Component.
6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VAI 22314.
Tampa, FL 33610
Job
Tru s
Truss Type
City
Ply
ACQUAVIII TA
T15560576
75575
FLD
Floor
7
1
Job Reference (optional)
(;naMbers I russ, Inc., Fort Pierce, FL t0ou s mar i i vulb mi i eK industries, inc. man Nov 12 09:36;51 Nits rage i
ID:aNkrWfLwRD)CrOZhc4Bay—yKyKq-gPhCOlt?KuNsWX152FGPZznThCEZVY62U4—OAOyJz7o
0-3-8
2-6-0 2-2-0 2-0-0 2-2-0 013-P
§cile 1:30.3
5x6 11 3x4 2x3 11 3x4 2X3 11 2X3 11 8x4 2x3 11 3x4 5x6 11
1 2 3 4 5 6 7 8 9 10
c
9 9
9 9
CU
16 15 14 13 12 11
2x3 I I 4xB 3x4 3x4 48 2x3 11
B-10-0 9-11-8
7-8-8 7-19-0 1 i 9 10,0 17-4-8 11-80
�3 7-5-0 0_11LB 1-0-0 N-8 A 1, 7-5-0 0-3-8
Plate Offsets (X,Y)-- [1:0-3-0, Edgel, [5:0-1-8, Edge], [6:0-1-8,0-0-01, [10:0-3-0, Edqel,i [I 10-1 -8, Edge], [1 3:0-1-8,Edgel, [14:0-1 -8, Edge]
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defI Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 VerI(LL) -0.18 14-15 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.54 Vert(CT) -0.25 14-15 >824 360
BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) -0.03 10 n/a n/a
BCDL 5.0 Code FBC2017ITP[2014 Matrix-S Weight: 98 lb FT = 20%F, 1 1%E
LIUIVIBER- BRACING -
TOP CHORD 2x4 SP M 30(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP M 30(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=1102/0-3-0,10=1102/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-3=- 1350/0, 3-4=-1 345/6, 4-5=-2480/0, 5-6=-2480/0, 6-7=-2480/0 1-8=- 1345/0, 8-1 0=- 1350/0
BOTCHORD 14-1 5=0/2138, 13-14=0/2480,12-13=0/2138
WEBS 5-14=-306/016-13=-306/0,1-15=0/1635,3-15=-305/0,4-15=-982/0,, -14=0/632,10-12=0/1635,8-12=-305/0,
7-12=-982/0, 7-13=0/632
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) Gap between inside of top chord bearing and first diagonal or vertical web shali not iexceed 0.500in.
I
Walter P. Finn PE'No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date: . November 12,'2018
,& WARNING - Verify design parameters andREAD NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE 11,111-7473 11n, 1010312015 BEFORE USE.
Design valid for use only with VITekO connectors. This design Is based only upon parameters show I n, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design poramete6,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, seeANSVWII Quality Cdtorlo,.DSB.89 and BCSI BuRding Component
6904 Parke East Blvd.
SofotV [nfoffnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 1 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
ACQUAVII TA
T15560577
75575
FLE
Floor
4
1
Job Reference (optional)
Uhambers I russ, Inc., Fort Fierce, I-L
i 2-6-0 2-0-14
15
3x6
d.i3u s mar ii zuit:; mi ieK inaustries, Inc. man NOV 1Z U9:Jt5:bX XUld t-age i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-BcFabMud5CVj7hKHbyne6BJe?cZ5EOcCikjaiSyJz7n
1-10-14
Scale = 1:29.1
3x5 2X3 3X4 2X3 3X4
2 3 1 4 5 6
7-6-14
LOADING (psf)
SPACING-
2-0-0
TCILL
-40.0
Plate Grip DOL
1.00
TCDL
20.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2017/TP12014
14 13
3X8 2x3 11
12
3X4
16-10-!
7 1 1A
2X3 3X4 = 5XIS 11
7 8 9
11 10
4x8 2X3
0
0 6
c 1 6 '�
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TC 0.40
Vert(LIL)
-0.15 11-12
>999
480
MT20 244/190
BC 0.59
Vert(CT)
-0.21 11-12
>956
360
WB 0.76
Horz(CT)
0.02 9
n1a
n/a
Matrix-S
Weight: 97 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2x4 SP M 30(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 15=1084/Mechanical, 9=1013410-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2103/0, 3-4=-210310, 4-5=-2390/0, 5-6=-239010 6-7--1318/0 7 9=-1323/0
BOTCHORD 14-15=0/1312,13-14=0/2390,12-13=0/2390,11-12—�b/20�5
WEBS 5-12=-295/0, 2-15=- 1612/0, 2-14=0/980, 3-14=-327/0, 4-14=-589/0, 9-11 =0/1 602, 7-11 =-310/0, 6-11 =-950/0,
6-12=0/599 1
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to gircler(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each
Strongloacks to be attached to walls at their outer ends or restrained by other mean
4) Gap between inside of top chord bearing and first diagonal or vertical web shall not
5) CAUTION, Do not erect truss backwards.
with 3-10d (0.131 " X 3") nails.
!d 0.500in.
Walter P. Finn.PE No.22839
MiTek USA, Inc. FL Cart 6634
69114 Parke East Blvd. Tampa Fl. 33810
Date:.
November 12,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MX7473 rev. la/=015 BEFORE USE.
Design valid for use only with VIITek0 connectors. This design Is based only upon parameters sho�n, 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, erecfion and bracing of trusses and truss systems, seeANSVFPII Qu6ilty Criteria, DS13-69 and BCSI Building Component
6904 Parke East Blvd.
Safety [niformationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty 'Ply
ACQUAVISTA
T15560578
75575
FLF
Floor,
11
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
0-3-8
" i 2-6-0
5x6 11 3x4
1 2
k7l
c
c
C,
16
2X3 11
2x3 11
3
15
4xB
� 7-2-8
6-11-0
H�
8.1JU s mar 11 2ulb Mi I eK Industries, Inc. mon,NOV 12 UU:3d:bZ ZUItJ I -age 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-BcFabMud5CVj7hKHbyne6BJegcbwEOBCikjaiSyJz7n
1-8-0 2-0-0 1-8-0 "3-
ca 1:28.5
3x4 2X3
4 5
14
3X4
2X3 11
6
13
3x4
3x4 2x3 11 3x4 = 5x6 11
7 a 9 10
12 11
4x8 2X3 11
1
9
99
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.39
Vert(LL)
-0.14 14-15 >999 480
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.47
Vert(CT)
-0.19 14-15 >999 360
BCLL 0.0
Rep Stress Incr
YES
WB 0.73
Horz(CT)
-0.03 10 n/a n1a
BCDL 5.0
Code FBC2017ITP12014
Matrix-S
Weight: 94 lb FT = 20%F, 11 %E
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30(flat)
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP M 30(flat)
except end verticals.
WEBS 2x4 SP No.3(flat)
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=1037/0-3-0, 10=1037/0-3-0
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-3=-1259/0,3-4=-1254/0,4-5---2189/0,5-6=-2189/0,6-7=-2189/O i-8=-1254/0,8-10=-'1259/0
BOTCHORD 14-15=0/1 954,13-14=0/2189,12-13=0/1 954 1
WEBS 5-14=-306/0, 6-13=-306/0, 1-15=0/1 524, 3-15=-314/0, 4-15=-867/0, 1-14=0/538,10-12=0/1 524, 8-12=-314/0,
7-12=-867/0, 7-13=0/538
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each I truss with 3-1 Od (0. 131 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) Gap between inside of top chord bearing and first diagonal or vertical web shall not.6xceed 0.500in.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Oats:
November 12,2018
WARNING- Verity design parameters and RE4D NOTES ON THIS AND INCLUDED MrTEK REFERANC EPA GE 11411-7473 rev. 1010312016 BEFORE USE.
Design valid for use only with IVIffe1<8 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 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, s9eANSVIFII Quality CrIllodo, DSB49 and BCSI BuRdIng Component
6904 Parke East Blvd.
Safety [nformationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312-Nexondria, VA 2 1 2314.
Tampa, FIL 33610
Job
Truss
Truss Type
Qty I
Ply
ACQUAVITA
T15560579
75575
FILG
Floor
6
1
Job Reference (optional)
Chambers I russ, Inc., t-ort Pierce, FL u.i;jus mar ii zuib mi ieK mausmes, Inc. mon NOV 12 UU:Jb:b3 ZU1b rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-copypivFsWdairuT9f[tf0sqPOwPzTjLxDT7EUYJz7m
0-3-S
2-6-0 1-4-10 2-0-0 1-6-10 Scale 1:27.0
5x6 11 3x4 2x3 11 3x4 2x3 11 3x4 2X3 11 3x4 3x4
1 2 a 4 5 6 7 8 9
0
q 6
15 14 13 12 11 10
2x3 11 4x8 3x4 2X3 3x6 3x6
6-11-2 B-0-10 16-1-3
6-7-10 71&; 10 L;1
140-0 � 1
0 7-0-10
Plate Offsets (X,Y)-- [1:0-3-gEdqel,[5:0-1-8,Edqel,[6:0-1-8,Edqel,[12:0-1-8,Edqel,l[13:0-1-8,Edge1
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.11 13-14 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.52 VerI(CT) -0.16 13-14 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.02 10 n/a n/a
BCDL 5.0 Code FBC2017/TP[2014 Matrix-S Weight: 93 lb FT = 20%F, I 1%E
LUIMBER- BRACING-
TOPCHORD 2x4 SP M 30(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP M 30(flat) except end verticals.
WEBS 2x4 SP N.o.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=1015/Mechanical, 1=1015/0-3-0
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sho
TOPCHORD 1-3=-1228/0, 3-4=-1223/6,4-5=-2092/0,5-6=-2092/0,6-7=-1909/0, 8=-1909/0
BOTCHORD 13-14=0/1 894, 12-13=0/2092,11-12=0/2092, 10-11 =0/1 218
WEBS 5-13=-299/0,1-14=0/1486,3-14=-317/0, 4�114=-833/0, 4-13=0/512,8 1 0=-1 497/0, 8-11 =0/856, 7-11 =-296/0,
6-11 =-495/0
NOTES-
1 ) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each �russ with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) Gap between inside of top chord bearing and first diagonal or vertical web shall not xceed 0.500in.
5) CAUTION, Do not erect truss backwards.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 663,4
69D4 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
,& WARNING - Verify design parameters and READ NOTES ON -THIS AND INCLUDED MrTEK REFERANC E PAGE mu-7473 rev. 1011=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 mdmbers 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 bracing of trusses and truss systems, seeANSVrPI1 Quality CrIll DSB-69 and BCSI Bulldlng Component
6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 212314.
Tampa, Fl- 33610
Job
Truss
Truss Type
Cty I
Ply
ACQUAVISTA
T15560580
75575
FLH
Floor
21
1
I
Job Reference (optional)
unamDers I russ, Inc., i--ort merce, I-L
0-3-8
2-6-0
5X6 3x4
2
C
C�
16
2x3 11
2X3
3
15
4x8
6-3-8
4X4 = 2X3
4 5
14
4X4
ts.iiju s mar ii ZUItS Ml I BK inausines, Inc. mon r4ov iz uu:jt5:oq zuio rage i
ID:aNkrWfLwRD)CrOZhc4Bay—yKyKq-4—NK02wtdp]RN?TgiNp6BcPOIPIDiyCVA2CgnKyJz7I
2-0-0 2
- "at = 1;25.3
8-5-0
2x3 11 4X4
6 7
13
4X4
2X3 3x4 = 5X6 11
8 9 10
12 11
4x8 2X3 11
0
96
C�
6-3-6 6-0-0 ojiiB 1-010 1 1-0-C) 0-11118 6-0-0
Plate Offsets (X,Y)-- rl:0-3-0, Edge], r5:0-1 -8, Edge], [6:0-1-8,0-0-01, rl 0:0-3-0, Edge], I rl 1:0-1 -8, Edge], rl 3:0-1-8, Edge],[ 14:0-1 -8, Edgel
q
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC: 0.32 Vert(LL) -0.08 14-15 >999 480 MT20 244/190
TCDL 20.0 Lumber.DOL 1.00 BC 0.35 Verl(CT) -0.11 14-15 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.02 10 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 87 lb FT = 20%F, I I%E
LUMBER- BRACING-
TOPCHORD 2x4 SP M 30(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP M 30(flat) except end verticals. '
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=918/0-3-0, 10=918/0-3-0.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sho"
TOPCHORD 1-3=-1092/0, 3-4=-1087/0, 4-5=-1708/0,5-6=-1708/0,6-7=-1708/0, _T
BOTCHORD 14-15=0/1628; 13-14=0/1708,12-13=0/1628 �8=-1087/0, 8-10=-1092/0
WEBS 5-14=-338/10,6-13=-338/10,1-15=0/1321, 3-15=-321/0, 4-15=-670/C, 4-14=-32/446,10-12=0/1321, 8-12=-321/0,
7-12=-670/0, 7-13=-32/446
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means'.
3) Gap between inside of top chord bearing and first diagonal or vertical web shall not 'exceed 0.500in.
Walter P. Finn. PE No.12839
MiTak USA, Inc. Fl. Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:'
November 12,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111111-7473 mv. 1010312015 BEFORE USE.
Design valid for use only with MIT08 connectors. This design is based only upon parameters show , n, and Is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parametersland properly incorporate this design Into the overall MF
building design. Bracing Indicated Is to prevent buckling of Individual truss web andlor 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/Tpll Quality Crillarks, DSB-89 and BCSI Bulding Componant 6904 Parke East Blvd.
Safety [nformatlanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FIL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA
T15560581
75575
FLI
Floor
1
Job Reference (optional)
Chambers I russ, Inc., Fort Pierce, FL 0. IOU b NMI 1 1 4V10 IVII I �K 11MUSMUS, 1171U. IVIU11I INOV 14 09:36:54 401 a rags I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-4—NK02wtdpIRN?TgjNp6BcP1 DPIAizkVA2CgnKyJz7l
0-3-8
2-6-0 2-4-0 2-0-0 2-4-0
i i i I S pale = 1:22.1
4X6 11 3x4 2x3 11 3X4 — 2X3 11 3x4 4X6 11
1 2 3 4 5 3x4 6 7 8
9
q CP
Vr r
14
2X3 11
13
3xB
12
2X3
11
2X3 11
10
3xB
12-8-8
9
2X3
Plate Offsets (X,Y)-- 1:0-3-0, Edgel, [4:0-1 -8, Edgel, r5:0-1-8, Edgell
[8:0-3-0, Edge], [9:0-1-8, Edgel, [ 11:0- 1 -8,0-0-01, [12:0-1-8, Edgel
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC; 0.22
Vert(LL) -0.08 10-11 >999 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC :0.36
Verl(CT) -0.09 10-11 >999 360
BCLL 0.0
Rep Stress Incr YES
WB 0.53
Horz(CT) -0.01 8 n/a n/a
BCDL 5.0
Code FBC2017ITP12014
Matrix-S
Weight: 75 lb FT = 20%F, 11 %E
LIUMBER-
BRACING-
TOPCHORD 2x4 SP M 30(flat)
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP M 30(flat)
except end verticals.
WEBS 2x4 SP No.3(flat)
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=799/0-3-0, 8=799/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less.except when shown.
TOPCHORD 1-3=-922/0, 3-4=-917/0, 4-5=-1296/0, 5-6=-917/0, 6-8=-922/0
BOTCHORD 12-13=0/1 296, 11-12=0/1 296, 10-11 =0/1 296 1
WEBS 1- 1 3=0/1 114, 3-13=-346/0, 4-13=-558/0, 8-1 0=0/i 114, 6-1 0=-346/0, 5-1 0=-558/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means I .
3) Gap between inside of top chord bearing and first diagonal or vertical web shall not el xceed 0.500in.
Walter P. Finn.PE No.22839
MiTek USA, Inc. FL Cert 6634
691114 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1WO312015 BEFORE USE.
Design valid for use only with Mffek@ 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 appllcoblllty of design parometers'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
Is always required for stability and to prevent collapse with possible personal Injury and property domage. For general guidance regarding the
MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Critarla. DSB-89 and BCSI BuldIng Camporant
6904 Parke East Blvd.
Saferty [nformationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
ACQUAVISTA
T155605B2
75575
FLJ
Floor
7
1
Job Reference -(optional)
Lonamoers i russ, Inc., t-on vierce, t-L
0-3-8
1� i
3X6 11 3x4
1 2
10
2x3 11
LOADING (psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
20.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2017/TP12014
b.iju s mar i i ZURS Ml I eK inausines, inc..mon ivov ie uu:omon zujtj rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-ZB)dEOwVN7t[?92sH4KLkpxBopguRUoeOiyEJnyJz7k
2-0-0 Scale; 3/4"=l'
2x3 3x4 3x6 11
i 2X3 11
3 i 4 5 6
9
3x4
4-2-0
3x4
a
8-0-8
CS1.
DEFL.
in
(loc)
I/defl
Lid
TC 0 '0
Vert(LL)
-0.04
7-8
>999
480
BC O�20
Vert(CT)
-0.05
7-8
>999
360
WB - 0.29
Horz(CT)
-0..00
6
n1a
n/a
Matrix-S
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
BOTCHORD 2x4SPM30(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 1=496/0-3-0,6=496/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less exceptw.hen shom
TOPCHORD 1-3=-506/0, 3-4=-501/0, 4-6=-506/0
BOT CHORD 8-9=0/501
WEBS 3-9=-304/0, 4-8=-304/011-9=0/600, 6-8=0/600
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each
Strongbacks to be attached to walls at their outer ends or restrained by other mean
3) Gap between inside of top chord bearing and first diagonal or vertical web shall not
7
2X3 11
PLATES GRIP
MT20 244/190
Weight: 48 lb FT = 20%F, 1 I%E
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
with 3-1 Od (0. 131 " X 3") nails.
)d 0.500in.
Walter P. Finn PE No.22839
MiTek USA, Inc. FIL Cart 6834
6904 Parke East Blvd. Tampa FL 33810
(Yale-.- .
November 12,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND iNcLuDED mrTEK REFERANC� PAGE 111117473,e�,. 1010312015 BEFORE USE.
Design valid for use only with Vffek8 connectors. This design Is based only upon parameters shomh 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, seeAN3VTP1I Quality Criteria, DSB-89 and BCSI Building Component
Safety Informationavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FIL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA,
T15560583
75575
FLK
Floor
2
Job Reference (optional)
Chambers I russ, inc., Fori Pierce, FL 8.130 u rvikir 11 2018 IVII !UK inuusirieb, mu. rviun mv te- uu:omoo eujo rdgw i
ID:aNkrWfLwRD)CrOZhc4Bay—yKyKq-ZB)dEOwVN7tl?92sH4KLkpxB1 pajRKzeOiyEJnyJz7k
2-6-0 2-4-14 2-0-0 2-2-14
Scale = 1:30.9
2x3
3X4
1 3X8
P.01 go
US 2x3 11 3X4 2X3 11
2 3 4 5
14 13 12
3xS 2x3 11 3X4
. — .. � _ "10-0-6
1 7-10-14
Plate Offsets (X,Y)-- fl: Edge,0-1 -81, [4:0-1 -8, Edge], [9:0-1 -8, Edge], [10:0-1 -8, E
LOADING (psf)
SPACING- 2-0-0
CS1.
TCLL 40.0
Plate Grip DOL 1.00
TC 0.28
TCDL 20.0
Lumber DOL 1.00
BC 0.59
BCLL 0.0
Rep Stress Incr YES
WB 0.91
BCDL 5.0
Code FBC2017fTP12014
Matdx-S
3X4 2X3 11 3x4 = 6x8
6 7 a 9
DEFL.
in
(loc)
I/defl
Ud
Vert(LL)
-0.14
13
>999
480
Vert(CT)
-0.22
13
>946
360
Horz(CT)
0.02
9
n/a
n/a
LUMEIER- BRACING -
TOP CHORD 2x4 SP M 30(flat) TOPCHORD
BOT CHORD 2x4 SP No.3(flat) *Except*
10-15: 2x4 SP M 30(flat) BOTCHORD
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 9=1127/0-3-0,16=1127/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2708/0, 3-4=-2708/0, 4-5=-3148/0,5-6=-3148/0, 6-7=-1673/0, 7i[9=-1678/0
BOTCHORD 14-15=0/1666,13-14=0/3148,12-13=0/3148,11-12=0/26B3,15-16=-�127/0
WEBS 5-12=-261/0, 2-15=- 1932/0, 2-14=0/1 216, 3-14=-302/0, 4-14=-516/0, 9-11 =0/1 920,
7-11 =-294/0, 6-11 �- 1179/0, 6 -12=0/560 1
11 10
4x10 2X3 11
3
PLATES GRIP
MT20 244/190
9
9 T
Weight: 96 lb FT = 20%F, 1.1 %E
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 15-16.
NOTES-
1) Refer to girder(s) for truss to truss connections.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each russ with 3-1 Od (0.131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other meanJ1.
3) Gap between inside of top chord bearing and first diagonal or vertical web shall not el xceed 0.500in.
4) CAUTION, Do not erect truss backwards. I
Walter P. Finn. PE No.22839
MiTak USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
DaW
November 12,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND XCLUDED MITE)CREFERANCE
PAGE M11-7473 rev. 10/0=015 BEFORE USE.
Design valid for use onlywith 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
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/711111 Quo"T, Criteria, DSO-89 and 1i BuDdIng Cantipariont
6904 Parke East Blvd.
Safety ffiforrinationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 4.
Tampa, Fl- 33610
Job
Truss
Truss Type
City
Ply
ACQUAVISTA
T15560584
75575
FLL
Floor
8
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130s Mar il 2018 Will UK 1[1UU5ir1U5, 1HU. IVIUI I INUV 14 VV:00:QU 4U10 rage 1
ID:aNkrWfLwRD)CrOZhc4Bay—yKyKq-1 NV5Rkx78R?9cld2qosaGi UJXDwUAosndMhnrDyJz7j
0-3-8
2-6-0 1-9-2 2-0-0 2-2-14
guale 1:29.7
6xB 3x4 2x3 11 3x4 2x3 2x3 11 3x4 2x3 11 3x4 6x8
1 2 3 4 5 6 7 8 9 10
L_
Oi
9
--------
9
9
C9
T
16
15
14
13
12
11
2X3 11
4x10
3X4
3x4
4x10
2X3 11
7-3-10
lopill
2NNOV1.,-80
17-0-8
1
MR
7-0-2
71-�01
7-5-14
f.4
Plate Offsets (X,Y)--
[1:0-1 -8,Edgel, [5:0-1-8, Edge], [6:0-1 -8,0-0-01,
[10:0-1 -8, Edge], t
11:0-1 -8, Edclel,
[13:0-1-8, Edgel,
[14:0-1-8, Edge]
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/def]
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.49
Vert(LL)
-0.20 12-13
>977
480
MT20
244/190
TCDL 20.0
Lumber DOL. 1.00
BC 0.62
Vert(CT)
-0.30 12-13
>657
360
BCLL 0.0
Rep Stress Incr YES
WB 0.87
Horz(CT)
-0.04 10
n/a
n1a
BCDL 5.0
Code FBC2017[TP]2014
Matdx-S
Weight: 92 lb
FT 20%F, I I %E
LUMBER -
TOP CHORD
2x4 SP M 30(flat)
BOT CHORD
2x4 SP M 30(flat)
WEBS
2x4 SP No.3(flat)
REACTIONS.
(lb/size) 1=1081/0-3-0, 10=1081/0-3-0
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when show
TOPCHORD
1-3=-1599/0, 3-4=-1594/0, 4-5=-2892/0, 5-6=-2892/0, 6-7=-2892/0, 7
BOT CHORD
14-15=0/2522, 13-14=0/2892, 12-13=0/2527
WEBS
5-14=-337/0, 6-13=-279/0, 1 -1 6=0/1 829, 3-15=-305/0, 4-15=-1 084/0,
7-12=-1084/0, 7-13=0/655
BRACING-
TOPCHORD , Structural wood sheathing directly applied or 6-0-0 oc puflins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
-1598/0, 8-1 0=- 1603/0
4=0/690,10-12=0/1834, 8-12=-292/0,
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-.0-0 oc and fastened to each truss with 3-1 Od (0.131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other meansl I
3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cart 6634
6904 Parke East Slvd. Tampa FL 33610
Date:
November 12,2018
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MX7473 rev. 1010&2015 BEFORE USE.
Design valid for use only with MfTekO connectors. This design Is based only upon parameters showr�, and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters bnd 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 d6mage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrpll Quat"T, Criteria. DSB-89 and BCSI Bullding Component
6904 Parke East Blvd.
Safety triformationavollable from Truss Plate Institute, 218 N. Leg Street, Suite 312, AJexandrla, VA 22 4.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA.
.
T155605135
75575
FUM
Floor
2
1
Job Reference (optional)
unamDers i russ, Inc., i--on vierce, ti.-i ou s mar i i zui?j mi i eK inausines, inc. man piov iz utvoomt zu i o rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-VZ3Tf4ylvk7OESCFOVNppElYPdJMvJFXSORLNfyJz7i
0-3-8
2-6-0 2-4-0 2-0-0 2-4-0
S&a Pe-- 1:22.1
5X6 [I 3x4 2X3 11
1 2 3
e
14
2X3 11
13
3x8
5-6-0
3x4
4
12
2X3 11
5 3x4 —
11
2X3
2X3
6
10
3x8
3X4 5X6 11
7 8
9
2X3
LOADING (psf]l
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
Vdef]
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC; 0.23
Vert(LL)
-0.08 12-13
>999
480
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.39
Vert(CT)
-0.11 12-13
>999
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.61
Horz(CT)
-0.01 8
n/a
n/a
BCDL 5.0
Code FBC2017/TP[2014
Matrix-S
Weight: 71 lb FT = 20%F, I I%E
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30(flat) TOPCHORD
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat) BOTCHORD
REACTIONS. (lb/size) 1=799/0-3-0,8=799/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show
TOPCHORD 1-3=-1 118/0, 3-4=-1 13/0, 4-6=ml 576/0, 5-6=-1 113/0, 6-8=-1 118/0
BOTCHORD 12-13=0/1 576, 11-12--0/1576, 10-11 =0/11 576
WEBS 1-1 3=0/1 277, 3-13=-340/0, 4-13=-638/0, B-1 0=011 277, 6-1 0=-340/0, 5-1 0=-638/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
Structural wood sheathing directly applied or 6-0-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
2) Recommend 2x6 strongbacks, on edge, spaced at. 10-0-0 oc and fastened to each russ with 3-1 Od (0.131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other meansi.
3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
Walter P. Finn,PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date� .
November 12,2018
A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE
PAGE MIP7473 re. M=015 BEFORE USE.
Design valid for use only with M71ek& connectors. This design Is based only upon parameters showk
and Is for an Individual building component not
a truss system. Before use, the, building designer must verity the applicability of design parometers'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, seeANSVWII Quality Citte'ria. DSB-69 and BCSI Building Component
6904 Parke East Blvd.
Safety Inforimationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, AJexandrio, VA 22314.
Tampa, FIL 33610
Job
Truss
Truss Type
Oty
Ply
ACQUAVII TA
T15560586
75575
GEE
MONOPITCH SUPPORTED
2
1
Job Reference (optional)
Lonamiaers iruss, inc., �-orl: rierce, �-L
F1 2
miou s mar i i zuic; mi i eK inausines, inc. man iNiov ie uto;jo;oo eu io rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-zmcrsQzOg2FtscnRyDu2MSZhHllDev?45gAuw6yJz7h
2-8-0
9-FI-n
3
4x6 =
Scale = 1:10.6
I
I
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/def]
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL)
0.01
1
n/r
120
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.03
Vert(CT)
-0.00
1
n/r
120
BCLL 0.0
Rep Stress Incr YES
WEI 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 12 lb FT = 20%
LIUMBER-
TOPCHORD
2X4 SP M 30
BOTCHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS.
(lb/size) 4=76/2-8-0,2"240/2-8-0
Max Horz 2=174(LC 12)
Max Uplift 4=-53(LC 9), 2=-331 (LC 12)
Max G rev 4=91 (LC 17), 2=240(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
NOTES-
1) Wind: ASCE 7710; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; B
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; porch
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to
Gable End Details as applicable, or consult qualified building designer as per ANS
3) Gable requires'continuous bottom chord bearing.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of witl
2=331.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
L=3.Opsf; h=33ft;.B=53ft; L=65ft; eave=2ft; Cat.
and right exposed;C�C for members and forces
id (normal to the face), see Standard Industry
311.
any other live loads.
is where a rectangle 3-6-0 tall by 2-0-0 wide
iding 100 lb uplift at joint(s) 4 except at=lb)
Walter P. Finn PE No.22839,
M!Tek USA, Inic. FL Car( 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
,& WARNING - Verify design parameters and READ NOTES ON THIS AND iNcLuDED mr;EKR'EFERANCE1 PAGEM11-7473 rev. 10(03/2015 BEFORE USE.
Design valid for use only with Mrre& 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 6nd properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord marpbers 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. seeANSVTPII Qual Critefla, DSB-89 and IBM Building Component.
6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22114.
Tampa, FIL 33610
Job
Tru s
Truss Type
Q ty
ply
�.ACQUAVISTA T15560587
75575
GFZ
FLOOR
1
2
�nal)
L;namners truss, Inc., t-ort merce, I-I_
3-1-14
u.-Iou s mar i i ZU1 1:1 M1 I eK inausines, inc. mon Nov i z uv:otj:ou zui b rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-RyAD3m—ORMNkTmMdWwPHuf6mhQxhN7uEJKwRSYyJz7g
Scale = 1:20.4
THD46 THD46
3X4 11 3xB 5x12
1 5x12 11 2 3X8
3 4 5
F __1
L-A
I I __T1_1
i
[i
fi
n I
I
tLu
THD46
10x10
10 12 9 13 14
8 15 16 17 7 18 19 6
5x6 THD46 1ox10 THD46 HUS46
7xl 4 = HUS46 THD46 HUS46 THD46 HUS46 5x6
THD46
3-1-14 6-2-0
9-2-2 12-4-0
3-1-14 3-0-2
3-0-2 3-1-14
Plate Offsets (X,Y)-- [2:0 -3-8,0-1-81, 14:0-3-8,0-1.81, r6:Edge,0-2-81, [7:0-3-8,0-5-01, r8:0-7-0,0-4-121,
[9:0-3-8,0-5-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) Vdef] Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.75
Vert(LL) -0.13 8 >999 480
MT20 244/190
TCDL 20 * 0
Lumber DOL 1.00
BC 0.65
Vert(CT) -0.22 8 >662 360
BCLL 0.0
Rep Stress Incr NO
WB 0.98
Horz(CT) 0.02 6 n/a n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix -MS
Weight: 169 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No.2
TOPCHORD Structural wood sheathing directly applied or 3-2-6 oc purlins,
BOTCHORD 2X6 SP 240OF 2.OE
except end verticals.
WEBS 2x4 SP No.3 *Except*
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
1-10,5-6:2x6 SP No.2,1-9,5-7: 2x4 SP M 30
REACTIONS. (lb/size) 10=7067/Mechanical, 6=6828/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when showq.
TOPCHORD 1-10=-6213/0,1-2=-10330/0, 2-3=-13476/0, 3-4=-13476/0, 4-5=-10295/0,
5-6=-5484/0
BOTCHORD 9-10=W747, 8-9=0/10330, 7-8=0/10295, 6-7=0/700
1
WEBS 1-9=0/10831, 2-9=-3087/0, 2-8=0/3534, 4-8=0/3574, 4-7=-1772/0, 5-7i=0/10846
NOTES -
I ) 2-ply truss to be connected together with 1 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: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 2-9 2x4 - 2 rowl staggered at 0-2-0 oc, member 4-7 2x4 - 2
rows staggered at 0-2-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or bac k (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unles I s otherwise indicated.
3) Refer to girder(s) for truss to truss connections. 1
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131- X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.1
5) Use USP THD46 (With 16d nails into Girder& 10d nails into Truss) or equivalent spaced at 1-10-4 oc max. starting at 1-0-12 from
the left end to 2-11-0 to connect truss(es) to front face of top chord.
6) Use USP THD46 (With 16d nails into Girder& 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starling at 4-7-8 from the
left end to 10-5-12 to connect truss(es) to front face of bottom chord.
7) Use USP THD46 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc, max. starting at 1-4-8 from the
left end to 3-4-8 to connect truss(es) to back face of bottom chord. 1
8) Use USP HUS46 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 5-4-8 from the
left end to 11 -2-12 to connect truss(es) to back face of bottom chord.
9) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=-120, 6-10=-10
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
,& WARNING - Verify design parameters andRE4D NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. la(0312015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown', and Is for an Individual bulldind component, not
a truss system. Before use, the building designer must verify the applicability of design parameters 6nd properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord mernbers 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, seeANSVrPlI Quality CrIlliefla, DSIII-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty-
Ply
ACQUAVISTA
T15560587
75575
GFZ
FLOOR
1
2
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 9=-1 005(B) 2=-1 007(F) 7=-1 005(B) 11 =-1 01 7(F) 112=-1 005(B) 13=-1
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:38:59 2018 Page 2
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-RyAD3m—ORMNkTmMdWwPHuf6mhQxhN7uEJKwRSYyJz7g
14=-1005(B) 15=-1074(F) 16=-1005(B) 17=-1074(F) 18=-1074(F) 19=-1006(B)
,& WARNING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 10103)2015 BEFORE USE.
Design valid for use only with Mffekg connectors. This design is based only upon parameters showni 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 clarnage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVT13ll Quality Cilterla, DSB-89 and BCSI BuldIng Component
6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22�1 4. -
Tampa, Fl- 33610
Job
Tru s
Truss Type A I
Q ty
ACQUAVISTA
T15560588
75575
GRA
HIP GIRDER 1
1
�Ply 2
�
Job
Uhambers Iruss, Inc., t-ort Pierce, F-L
1-11.6-001 - 0-0
6_
3. .14
c�
2
1-:55
5.00FI-2
4x4 =
LOADING (pso
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
5x6 = 2X3 11 5x12 =
3 4 25 26 6 27 28
34 18 35 17 36 16 37 38
6X12 = 3X6 = 2X3 11
ts.iousmarii ;euitjmijeK1naUS1n8S,1nC. ivioni4ov tzuv;.jtP:ueeuta rage i
3-2-2
5x8 MT1 8HS
2X3 11 4x6 3x4
629 30 -7 31 8 32 33 9
9
15 39 4041 42 14 43 13 44 12
4x10 3x4 4x6 2x3 11
3-9-14 1-6-0 '
Scale = 1:61.9
7
03
C6
10
:Z� 107
Sx8 =
1;2-�O 23-1144
1_
17-6-0
1 ��2 112
0130 u
1 2-2 5 0
1- —
. _
2. 4�
5-2-2
1
I 5�
__
5.
3-� 2 3_ 1
V�4
12,0-2-81, [7:0-3-0,Edgel, [9:0-5-12,0-2-81,
[10:0-0-0,0-0-21
SPACING- 2-0-0
CS1.
DEFL. in (loc)
Ildefl Ud
PLATES GRIP
Plate Grip DOL 1.25
TC
0 ' 62
Vert(LL) 0.46 12-14
>702 240
MT20 244/190
Lumber DOL 1.25
BC
0.68
Vert(CT) 0.42 12-14
>771 180
MT18HS 244/190
Rep Stress Incr NO
WB
0.92
Horz(CT) -0.06 10
n1a . n/a
Code FBC2017/TP12014
Matrix -MS
Weight: 338 lb FT = 20%
LUIMIBER- BRACN%D
TOPCHORD 2x4 SP M 30 TOPCHO
BOTCHORD 2X4 SP M 30 BOTCHORD
WEBS 2x4 SP No.3 *Except*
5-18: 2x4 SP M 30, 4-18: 2x6 SP No.2
REACTIONS. (lb/size) 2=-777/0-8-0,18=5389/0-8-0, 10=2143/0-8-0
Max Horz 2=1 89(LC 7)
Max Uplift 2=-995(LC 18), 18=-8717(LC 8), 1 0=-3534(LC 8)
Max Grav 2=1888(LC 6),18=5389(LC 1), 10=2143(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when showni
TOPCHORD 2-3=-5055/3166, 3-4=-5325/3354, 4-5=-5325/3354, 5--6=-3742/6324, 6LB=-3742/6324,
8-9=-4887/8199, 9-10=-4574/7466
BOTCHORD 2-18=-2874/4863, 16-18=-792/547, 15-16=-792/547, 14-15=-7846/488
12-14=-6728/4182, 10-12=-6644/4138
WEBS 5-18=-4720[7754, 5-16=-1024/513, 5-15=-6049/3691, 6-15=-432/432, 8_115=-1342160,
B-1 4=-792/383, 9-14=-1 367/908, 9-12=-1 695/898, 4-18=-231/303, 3-1 8=-1 658/2541
Structural wood sheathing directly applied or 6-0-0 oc pudins.
Rigid ceiling directly applied or 5-4-8 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 - I row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - I row at 0-5-0 oc.
Webs connected as follows: 2x4 - I row at 0-9-0 oc, 2x6 - 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) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=1 32mph; TCDL=4.2psf; BCD
ll=3.0psf; h=33ft; B=53ft; L=65ft;. eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL�1.60
plate grip DOL=1.60
6) 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 witJ
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.
I
9) Provide mechanical connection (by others) of truss to bearing plate capable of withsta
ding 100 lb uplift at joint(s) except at=lb)
2=995,18=8717,10=3534.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Uate:
November 12,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE M117473 rev. 10103*015 BEFORE USE.
Design valid for use only with M[Tek@) connectors. This design Is based only upon parameters shown, I 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 mem6ers only. Addlflonol temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property clorhage. For general guidance regarding the
Mffek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Qualftj Criteria. DS6.89 and SCSI BuDding Component.
6904 Parke East Blvd.
Safety Infamnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223,14.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
ply
ACQUAVII TA
T1556058B
75575
GRA
HIP GIRDER
1
2
Job Refer nce (optional)
Chambers Truss, Inc., Fort Pierce, FL
NOTES-
10) Hanger(s) or other connection device(s) shal I be provided sufficient to support coi
9-0-12,157 lb down and 92 lb up at 11-0-12,157 lb down and 92 lb up at 13-0-1
down and 92 lb up at 17-11-4, 157 lb down and 92 lb up at 19-11-4, 157 lb down
lb up at 25-11-4, and 268 lb down and 333 lb up at 28-0-0 on top chord, and 567
and 386 lb up at 11-0-12, 216 lb down and 386 lb up at 13-0-12, 216 lb down an
up at 17-11-4, 216 lb down and 386 lb up at 19-11-4, 216 lb down and 386 lb up
25-11-4, and 567 lb down and 1044 lb up at 27-11-4 on bottom chord. The desic
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=-70, 3-9=-70, 9-11 =-70, 19-22=-20
Concentrated Loads (lb)
Vert: 3=-42(B) 7=-1 (B) 9=42(B) 12=-567(B) 25=-1 (B) 26=-1 (B) 27=-1 (B)
36=-216(B) 37=-216(B) 38=-216(B) 39=-216(B) 40=-216(B) 41=-216(B) �
8.130 s Mar-1 1 2018 MiTek Industries, Inc. Mon Nov 12 09:39:02 2018 Page 2
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-rXsMinOukHm]KD5CB2y—Wlkl?eyzaUag?1853tyJz7d
centrated load(s) 268 lb down and 333 lb up at 7-0-0, 157 lb down and 92 lb up at
!, 157 lb down and 92 lb up at 15-0-12,157 lb down and 92 lb up at 17-0-12,157 lb
and 92 lb up at 21-11-4, 157 lb down and 92 lb up at 23-11-4, and 157 lb down and 92
lb down and 1176 lb up at 7-0-0, 216 lb down and 386 lb up at 9-0-12, 216 lb down
1386 lb up at 15-0�12, 216 lb down and 386 lb. up at 17-0-12, 216 lb down and 386 lb
at 21-11-4, 216 lb down and 386 lb up at �341-4, and 216 lb down and 386 lb up at
Vselection of such connection device(s) is the responsibility of others.
,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE
Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown
a truss system. Before use, the building designer must verify the applicability of design parameters c
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord men
Is always required for stability and to prevent collapse with possible personal Injury and property dc
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quoit
Safety Infafmationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22
(B) 29=-1 (B) 30=-1 (B) 31 =-1 (B) 32=-1 (B) 33=-1 (B) 34=-567(B) 35=-216(B)
6(B) 43=-216(B) 44=-216(B)
IGE MIP7473 rev. 1010=2015 BEFORE USE.
nd Is for an Individual building component, not
J properly Incorporate this design Into the overall
qrs only. Additional temporary and permanent bracing
MiTek*
age. For general guidance regarding the
Criteria, DSB-89 and BCSI Bulding Component
4.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type A
City
Ply
ACQUAVITA.
T15560589
75575
GRB
Roof Special Girder
1
2
Job Reference (optional)
L;naMDers I russ, inc., i--orl rierce, 1--l-
-1-6-0. 3-9-14 7-0-0
ts.iou s mar i i zuits mi I eK inclusines, Inc. man r4ov iz u-d:ou:uf zui tj rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-CUfFIV4lZpObR?zA—cy9DLR4TfaJFpGP9Zssk4yJz7)
Scale = 1:62.9
7x8 MT1 8HS
i
7x8 MT1 8HS
4x1 0 5x8 MT 3XB
5.0 0 rl —2
3 213
4 29
,1BHS
S r 30 31 7 32 33
8
-
T I I —
7�14 MT18HS=
5x8 MT1 BHS
c�
9 34 35 10
9 7
n
2
2
6
2j;
41iz� o
21 36
20 19 37
18
38 17 1639
15
14 40 13
4X10
44
5xB MT1 BHS
3x8
3x4 I I
7xB
3x4 11 5x1 2 MT1 8HS = 4x8
3x4 11
5x8 IVITI 8HS
2-:-11
1;0.0 11.-2-1144
15-4-0
19-5-2 22
8-.1-0
2�1 0 35-0-0
3 _ .14
1
4 2�
4-1-2
%0
4-1-2 4
4_ _0
4. 2-4-0
Plate Offsets (X,Y)-- [2:0-3-5,0-2-7], [3:0-5-0,0-2-8], 15:0-1-12,0-0-0], [6:0-4-0, Edge],
[6:0-0-0,0-1-12], [8:0-4-0,0-2-2],
[10:0-4-0,0-1 - 13], [11 :0-0-0,0-0-4] , 113:0-3-8,0-2-8],
[15:0-4-0,0-3-01
1
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.96
Vert'LL) 1,65 17-111
>254
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
Bc 0.99
Vert(CT) -1.02 17-18
>411
240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.70
Horz(CT) -0.35 11
n/a
n/a
BCDL 10.0
Code FBC2017/TP]2014
Matrix -MS
Weight: 358 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP M 30 *Except* TOPCHORD
8-9: 2x6 SP 240OF 2.OE BOTCHORD
BOTCHORD 2x4 SP M 30 *Except*
11 -16:2x4 SP M 31
WEBS 2x4 SP No.3 *Except*
9-15,9-13: 2x4 S P M 30
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 2=3270/0-8-0,11=2762/0-8-0
Max Harz 2=1 89(LC 7)
Max Uplift 2=-4754(LC 8), 11 =-3927(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when showni
TOPCHORD 2-3=-7424/11016,3-4=-6884/10444, 4-5=-10213/15421, 5-7=-10213/15,421,
7-8=-8675/12894,8-9=-9105/13365,9-10=-6351/9018, 10-11=-6565/9270
BOTCHORD 2-21=-9907/6765, 20-21=-13438/9102,18-20=-13438/9102,17-18=-141532/9926,
15-17=-14532/9926,14-15=-20.955/14826,13-14=-20885/14794,11-13=-8383/6025
WEBS 3-21 =-3751/2431, 4-21 =-2818/4131, 4-20=-948/536,,4- 1 8=-2012/13871 5-1 8=-359/35 1,
7-18=-814/432, 7-17=-801/473, 7-15=-1 658/2516, 8-15=-4616/30641, 9115=-6567/9023,
9-14=-227/49319-13=-8689/12392, 10-i3=-3242/2299 I
Structural wood sheathing directly applied or 4-8-8 oc purlins.
Rigid ceiling directly applied or 2-6-9 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 0-7-0 oc, 2x6 - 2 rows staggered at 1-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Webs connected as follows: 2x4 - I row at 0-9-0 oc, Except member 13-10 2x4 - 2 ro%L staggered at 0-2-0 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. 1
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); 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) The Fabrication Tolerance at joint 3 = 12%
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. I
10) Provide mechanical connection (by others) of truss to bearing plate capable of withst landing 100 lb uplift at joint(s) except at=lb)
Walter P. Finn. PE No.22839
MiTok USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date'
November 12,2018
,& wARNiNr. - Verify design parameters and REW NOTES ON THIS AND INCLUDED MITEKREFERANCE �AGE Mll-7473 rev. 1WO312015 BEFORE USE.
Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, land Is for an Individual bulldln . g component, not
a truss system. Before use, the building designer must verify the applicability of design parameters a6d 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
is always required for stability and to prevent collapse with possible personal InJury and property d#cge. For general guidance regarding the .
Welk'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS[fTPIT Quo'
Criteria, DSB-69 and BCSII Building Component
6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22714.
Tampa, IFIL 33610
Job
Truss
Truss Type A
City
Ply
ACQUAVISTA
. . . T15560589
:
75575
GRB
Roof Special Girder
1
2
. I
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
NOTES-
11) Hanger(s) or other connection device(s) shall be provided sufficient to support cc
9-0-12, 157 lb down and 92 lb up at I 1 -0-12, 157 lb down and 92 lb up at 13-0-
down and 92 lb up at 17-7-4, 157 lb down and 92 lb up at 19-7-4, 157 lb down E
up at 30-7-4, and 342 lb down and 202 lb up at 32-8-0 on top chord, and 567 lb
447 lb up at 11-0-12, 216 lb down and 447 lb up at 13-0-12, 216 lb down and 4,
17-7-4, 216 lb down and 447 lb up at 19-7-4, 216 lb down and 447 lb up at 21-7
lb down and 76 lb up at 32-7-4 on bottom chord. The design/selection of such c
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=-70, 3-8=-70, 8-9=-70, 9-1 0=-70, 10-12=-70, 22-25=-20
Concentrated Loads (lb)
Vert: 3=-42(F) 8=-1 3(F) I 0=47(F) 21 =-567(F) 4=-1 (F) 20=-216(F) 18=-
31=-1 (F) 33=-1 (F) 34=-1 (F) 36=-216(F) 37=-216(F) Z18=-216(F) 39=-21
8.130 a Mar 11 2018 mi I eK Industries, Inc. Mon Nov 12 U9:3U:Uf ZU1 6, Page 2
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-CUfFIV4lZpObR?zA.cY9DLR4TfaJFpGP9Zssk4yJz7Y
:entrated load(s) 268 lb down and 333 lb up at 7rO-O, 157 lb down and 92 lb up at
157 lb down and 92 lb up at 15-0-12, 157 lb down and 92 lb up at 16-7-4, 157 lb
192 lb up at 21-7-4, 241 lb down and 264 lb up at 23-8-0, and 138 lb down and 96 lb
iwn and 1191 lb up at 7-0-0, 216 lb down and 447 lb up at 9-0-12i 216 lb down and
lb up at 15-0-12, 216 lb down and 447 lb up at 15-7-4, 216 lb down and 447 lb up at
379 Ilb down and 836.1b up at 23-7-4, and 27 lb down and 29 lb up at 30-7-4., and 164
nection device(s) is the responsibility of other&
,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEi
Design valid for use only with MITek@ connectors, This design Is based only upon parameters shown,
a truss system. Before use, the building designer must verity the applicability of design parameters a
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord mem
Is always required for stability and to prevent collapse with possible personal Injury and property doi
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPI I Qualit
Safety [nfafrnatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2Z
5=-1 (F) 17=-216(F) 15=-379(F) 7=-1 (F) 13=41 (F) 28=-1 (F) 29=-1 (F) 30=-1 (F)
)=-16(F)
11111-7473 rev. 10103)2015 BEFORE USE.
Is for an Individual building component, not
'operly Incorporate this design Into the overall
only. Additional temporary and permanent bracing
MiTek'
D. For general guidance regarding the
'aria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Tampa, FL 33610
Job
Tru s
Truss Type
Qty
Ply
ACQUAVISTA
T15560590
75575
GRC
Hip Girder
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL
3-9-14 3-2-2
5. 0 0 F1 _2
2
4x10 ��
3-9-14
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:08 2018 Page 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-ghDdyr5fK7WS28YMXJ3OmZ—El�—)UKJYODbQGXyJz7X
13-0-0 16-2-2 20-0-0 . � 1 21-6-0 ,
3-0-0
7XB MT1 8HS k� 3X8 = 7x8 MT1 8HS /I
3 18 � 4 19 5
11 10 20 9 21 8
1x1 WB 2X3 11 3X4
4x10 ��
Scale = 1:37.5
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.99
Vert(LL) 0.42
9-11 >569 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.71
Vert(CT) -0.25
9 >966 - 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.39
Hor-z(CT) -0.14
6 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MS
Weight: 93 lb
FT = 20%
LUIMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 2-10-13 oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 2-11-14 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=1832/0-8-0, 6=183�/0-8-0
Max Horz 2=189(LC 7)
Max Uplift 2=-2631 (LC 8), 6=-2631 (LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
TOPCHORD 2-3=-3761/5603, 3-4=-3451/5373, 4-5=-3451/6372, 5-6=-3761/5603
BOTCHORD 2-11 =-4922/3392, 9-11 =-5395/3644, 8-9=-5395/3644, 6-8=-4922/3392
WEBS 3-1 1=-1 673/1035, 4-1 1=-388f748, 4-9=-838/316, 4-8=-388f748, 5-8=-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; BCD —3.0psf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL 1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) exceptot=lb)
2=263116=2631. 1
8) Hanger(s) or other connection clevice(s) shall be provided sufficient to support concentrated load(s) 268 lb down and 333 lb up at
7-0-6,157 lb down and 92 lb up at 0-0-12, and 157 lb down and 92,lb up at 10-11-4, 1 and 268 lb down and 333 lb up at 12-11 -10 on
top chord, and 567 lb down and 1191 lb up at 7-0-0, 216 lb down and 447 lb up at 9-0-12, and 216 lb down and 447 lb up at
10-11-4, and 567 lb down and 1191 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others. J
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as froni I (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=-70,12-15=-20:
Walter P. Finn PE N6.12839
MiTek USA, Inc. FL Carl 6634.
6904 Parke East Blvd. Tampa FL 33610
Date;
November 12,2018
,& WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE�AGEMII-7473 rev. 10103)2015 BEFORE USE
Design valid for use only with MlTek0 connectors. This design is based only upon parameters shown land Is for an Individual building component, no
a truss system. Before use, the building designer must verify the applicability of design parometers,;kd properly incorporate this design Into the ovei!.Il
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 do�nage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Qualtlij Criforla, DSB-89 and 13CSI Bugdlng Companont
6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Tru s
Truss Type
Qty
Ply
ACQ UAVISTA
T15560590
�
75575
GFIC
Hip_ Girder
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, I-L
LOAD CASE(S) Standard
Concentrated Loads (1b)
Vert: 3=-42(F) 5=-42(F) 1 1=-567(F) 8=-567(F) 18=-l(F) 19=-l(F) 20=-21
8.1JUs Mar ii zuid mijeK inaustnes, Inc. man NOV 1Z UV:3�):Llb ZU11:5 vage z
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-ghDdyr5fK7WS28YMXJ3OmZ_EI3_X__KJYODbQGXyJz7X
21=-2.16(F)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE P AGE 11,111-7473 rev. 1010,2015 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 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 mernbers only. Additional 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, seeANSVI[I)III Quallt� Criteria. DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Salloty [nformatlanovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 223� 4.
Tampa, FL 33610
Job
Truss
Truss Type i !
Qty
Ply
ACQUAVISTA
I
.
T15560591
75575
GIRD
Common.Girder
I
2
Join Reference (optional)
t,narrlDers i russ, inc., t-on rierce, r-L 0.113vb Ividl I I eu I o Ivil I un H luubulub, it lu. mul 1 1— — —ou. I u — I o rayu .
10.0.0 ID:aNkrWfLwRDXTOZhc4Bay—y�yKq-c3LNNW6vrkmAlSikfk6s�-3emsdjS8prrX4XLPyJz7V
5-3-14 1 1 14-8-2 1 20-0-0
P715CM
5. 0 0 F1 —2
6x10MT18HS 11
5x6
SX6 -- I I � --
Scale = 1:34.5
LI
11111 111111
11
Lu
1111
9
14 8 15�
7 16
17
6
18
19
5x12 MT18HS
3X10 11
6x10 MT18HS
1
lox10 =
HUS26
3x10 11
HUS26
5x12WT1BHS
HUS26 HUS26
HUS26
HUS26
HUS26
5-3-14
10-0-0
14-8-2
20-0-0
5-3-14
4-8-2
1
4-8-2
5-3-14
Plate Offsets (X,Y)--
[1:0-3-11,0-3-41,[5:0-3-11,0-3-41
1
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc) I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL)
0.41
7-9 >579
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(CT)
-0.40
7-9 >594
240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.78
Horz(CT)
-0.11
5 n/a
n/a
BCDL 10.0
Code FBC2017frPI2014
Matrix -MS
Weight: 209 lb
FT = 20%
LIUMBER-
TOP CHORD
2X4 SP M 31
BOT CHORD
2x6 SP 240OF 2.OE
WEBS
2x4 SP No.3 *Except*
3-7: 2x4 SP M 30
REACTIONS. (lb/size) 1=4930/0-8-0,5=7739/0-8-0
Max Harz 1 =221 (LC 7)
Max Uplift 1=-4274(LC 8), 5=-6716(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOPCHORD 1-2=-1 2667/10995, 2-3=-1 0579/9254, 3-4=-1 0602/9263, 4-5=-1 6143/1
BOTCHORD 1-9=-10021/11646, 7-9=-10021/11646,6-7=-12853/14903, 5-6=-1285:
WEBS 3-7=-6721 f7751, 4-7=-5715/5076, 4-6=-3459/4089, 2-7=-2124/1954, 2
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-2-10 oc pudins.
BOTCHORD Rigid ceiling directly applied or 5-5-115 oc bracing.
4903
=-11 135/1416
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 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 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 bac : (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unlesg otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; TCDL=4.2psf; BCD L1-3.0psf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=11.60 plate grip DOL-i.1.60
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. I -
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
1=4274,5=6716.
9) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaged at 2-0-0 oc max. starting at 7-2-12 from the
left end to 18-5-4 to connect truss(es) to back face of bottom chord.
10) Fill all nail holes where hanger is in contact with lumber. I
LOAD CASE(S) Standard Walter P. Finn PE No.22839
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. Fl. Cori 6634
Uniform Loads (plf)
Vert: 1-3=-70, 3-5=-70,1-5=-20 8904 Parke East Blvd. Tampa FIL 33610
Date:
November 12,2018
I --
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 101=015 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 o0d properly incorporate this design Into the overall W1,
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, seeANSVJPII Quallti CrItarla. DSB-89 and BCSI BuIldlino Componont 6904 Parke East Blvd.
Safety Infafirriatlonovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 2231� 4. Tampa, FL 33610
Job
Truss
Truss Type q I
City
Ply
ACQUAVISTA
-
T15560591
75575
GRD
Common Girder
1
2:
inal)
Chambers Truss, Inc., Fort Pierce, FIL I .
6.1du s mar ii 2uits miieK industries, Inc. man NOV 1Z UV:3U:1U ZUld vage z
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-c3LNNW6vrkmAlSikfk6sr-3emsdjSBprrX4XLPyJz7V
LOAD CASE(S) Standard
Concentrated Loads (1b)
Vert: 6=-1553(B) 14=-1553(B) 15=-1553(B) 16=-1553(B) 1-7=-1553(B) 181553(B) 19=-1553(B)
i
WARNING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473'.. 1WO312015 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 applIcablIlty 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
MiT6k'
Is always required for stability and to prevent collapse with possible personal Injury and property clamage For general guidance regarding the
fabrication, storage, delivery, erection and bracIng of trusses and truss systems, seeANSV[Pll Quali� Cdto'do, DSB-89 and BCSI Building Component
6904 Pari(e East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, I'L 33610
Job
Truss
Truss Type
City
Ply
ACQUAVISTA
T15560592
75575
GRK
Hip Girder
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, Fl-
11,
5x8 MT18HS
5. 0 0 F1 —2
3x10 = 2x3
3-9-14
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[TP12014
CS1.
TC 0.83
BC 0.60
WB 0.28
Matrix -MS
LUIMBER-
TOPCHORD 2X4 SP M 30
BOTCHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1442/0-8-0,5=1442/0-8-0
Max Harz 2=1 89(LC 24)
Max Uplift 2=-2049(LC 8), 5=-2049(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
TOPCHORD 2-3=-2749/4092, 3-4=-2491/3937, 4�5=-2749/4092
BOTCHORD 2-9=-3526/2457, 7-9=-35B4/2491, 5-7=-3526N57
WEBS 3-9=-1 171 f724, 4-7=-1 171[794
8.130 a Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:112018 Page I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-5Gvmbs7Xc2ulvcHxDRd5NBcoWG2QBiw?4Bq4tryJz7U
Scale = 1:31.2
5xB MT1 8HS =
4x6 = 2X3 11
16-2-0
WO =
DEFL. in (loc) I/defl Lid PLATES GRIP
Vert(U-) 0.27 9-12 >713 . 240 MT20 244/190
Vert(CT) -0.25 7-15 >789 240 MT18HS 244/190
Horz(CT) -0.08 5 n/a n/a
Weight: 63 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-7-13 oc purlins.
BOTCHORD Rigid ceiling directly applied or 3-8-0 oc bracing.
7
c?
17
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL3.0psf;
h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=
' 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.
1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding
100 lb uplift at joint(s) except at=lb)
2=204915=2049. 1
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 268 lb down and 333 lb up at
7-0-0, and 268 lb down and 333 lb up at 9-2-0 on top chord, and 567 lb down and 1191 lb up at 7-0-0, and 567 lb down and 1191 lb
up at 9-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
I
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=-70,10-13=-20
Concentrated Loads (lb)
Vert: 3=-42(B) 4=-42(B) 9=-567(B) 7=-567(B)
Walter P. Finn PE N6.22839
M!Tek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 31610
Date:
November 12,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE
PAI GEM11-7473rev. 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 ana
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 domb,ge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/Tpll Quality Criteria, DSB-69 and BCSI Building Component
6904 Parke East Blvd.
Safaty [nformationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231',4.
Tampa, FIL 33610
Job
Truss
Truss Type
City
Ply
ACQUAVII TA
T15560593
75575
GRL
Hip. Girder
1
1
Job Reference (optional)
Chambers Truss, Inc.,, Fort Pierce, FL 8.130 a Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:12 2018 Page 1
ID:aNkrWfLWRDXTOZhc4Bay—yKyKq-ZSTBoC8ANLOuXmr7m98KwP9?jg(?qw2S8JrZdPlyJz7T
-1-6-0 3-0-0 7-4-9 11-7-7 16-0-0 1 19-0-0 1 20-6-0 .
1-6-0
3-0-Y, 4-4-9
4-2-13
4-4-9
3-0-0
Scale 1:35.8
5x8 MT18HS
5. 0 0 rl —2
2x3
3x4
5x8 MT18HS
3 20 21
224
23 24
5 25
26
27
6
2
7
13 28
29 12 1 11
30
10 31
32
9
2x3
2x3
3x5
4xB
3x5
3x5
7-4-9
�3-20-20
1
16-0-0
90-0
4-4-9
V
4-4-9
Plate Offsets (X,Y)--
[3:0-5-12,0-2-81,[6:0-5-12,0-2-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.67
Vert(U-) 0.51 10-12
>443
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.58
Vert(CT) -0.34 10-12
>663
240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.77
Horz(CT) -0.07 7
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 87 lb
FT = 20%
LUMBER-
TOPCHORD
2X4 SP M 30
BOTCHORD
2X4 SP M 30
WEBS
2x4 SP No.3
REACTIONS.
(lb/size) 2=103010-8-0, 7=1030/0-8-0
Max Horz 2=1 OO(LC 31)
Max Uplift 2=-1 350(LC 8), 7=-1 349(LC 8)
Max Grav 2=1 088(LC 36), 7=1 088(LC 37)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 2�O (lb) or less except when shoy
TOPCHORD 2-3=-2128/2561, 3-4=-3262/4377, 4-5=-3262/4377, 5-6=-3263/4378,
BOTCHORD 2-13=-2270/1995,12-13=-2284/2013,10-12=-4192/3299, 9-10=-228
7-9=-2271/1953
WEBS 3-12=-2051/1495, 4-12=-321/414, 5-1 0=-328/416, 6-1 0=-2054/1496
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-9-15 oc purlins.
BOTCHORD Rigid ceiling directly applied or 3-5-5 oc bracing.
970,
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; BCDLII=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=O. 18; MWFRS (directional); Lumber DOL=11.60 plate grip DOL=1 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 r�onconcu �rent wirth� ny other live loads.
6) * This truss has been designed for.a live. load of 20.0psf on the bottc m chord In all a e here a rectangle 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 withsta in 100 Ito uplift atjoint(s) except Ot=lb)
2=1350,7=1349.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concent.r ted load(s) 271 lb down and 259 lb up at
3-0-0, 65 lb down and 116 lb up at 5-0-12, 65 lb down and 1 i 6 lb up at 7-0-12, 65 lb down and 116 lb up at 9-0-12, 65 lb down and
116 lb up at 9-11-4, 65 lb down and 116 lb up at 11 - 11-4, and 65 lb down and 116 lb ul p at 13-11-4, and 271 lb down and 259 lb up
at 16-0-0 on top chord, and 124 lb down and 118 lb up at 3-0-0, 21 lb down and 84 lb'up at 5-0-12, 21 lb down and 84 lb up at
7-0-12, 21 lb down and 84 lb up at 9-0-12, 21 lb down and 84 lb up at 9-11-4, 21 lb down and 84 lb up at 11 -11-4, and 21 lb down
and 84 lb up at 13-11-4, and 124 lb down and 118 I.b up at 15-11-4 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others. 1
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 lncrease=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-6=-70, 6-8=-70,14-17=-20
Walter P. Finn PE No.22839
MITek USA, In'c. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33010
Data:
November 12,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE P�GEM114473 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. Addiflonal 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, seeANSVTPI] Quallty.Cifforlo, DSB-89 and BCSl Buldillng Component
Salloty Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. AJexandria, VA 22311,4.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Tru S
Truss Type
Qty
Ply
ACQUAVISTA
I
T15560593
75575
GFIL
Hip Girder
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-5(F) 6=-5(F) 11=-1 1 (F) 13=-17(F) 9=-17(F) 21=-5(F) 22=-5(F)
8.130 s mar 11 zul 8 Mi I ex industries, Inc. man NOV i z ug:39:1 z zui tj rage z
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-ZST8oC8ANLOuXmr7m98KwP9?jgOqw2SBJrZdP]yJz7T
24=-5(F) 25=-5(F) 26=-5(F) 28=- 11 (F) 29=-1 1 (F) 30=-1 1 (F) 31 =- I I (F) 32=- 11 (F)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE
Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown,
a truss system. Before use, the building designer must verity the applicability of design parameters
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord membbrs
PAGE M11-7473 rev. latMOIS BEFORE USE.
a , nd, Is for an Individual building component not
and properly Incorporate this design Into the overall
only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damloge.
fabrication, storage, delivery, erection and bracIng of trusses and truss systems, seeANSVMII QUOI
Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 227114,
For general guidance regarding the
C'dt*ft. DSB49 and BCSI Building Component
6904 Parke East Blvd.
Tampa, Fl- . 33610
Job
Truss
Truss Type
Cty
Ply
ACQUAVII TA
T15560594
75575
GRP
HIP GIRDER
1
1
Job Re rence optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:14 2018 Page 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-VrauDu9QvzGbm3?WuaAo?qEKUTzsOOHRm92kUAyJz7R
.1-F;-n A-7-R 7.n.n ii-R-n 1 s.n.n . 1 R-4-1 n . qn-ri.n . 94-S-n .
1-6-0
4-7-6
2-4-10
4-6-0
4-6-0
2-4-10
4-7-6
Scale 1:42.4
6x10 MT18HS--
3x10
6x10
MT18HS--
—2
4 20
21
225 23
24 25
6
5. 0 0 F1
2X3
2X3
c�
3
7
cf
2
8
L-L
1
9
13
26 12
27 11 28
29
10
5x14
6x8
5x8 MT1 8HS
=
6x8
5x14
2x3 11
7 1-_1
11-6-0
16-0-0
L2
23-0-0
41-71
T_ _
�.Jo
443.0
4-6-0
I
�4-1100
___
4-7-6
Plate Offsets (X,Y)--
r2:0-3-11,0-3-41, [4:0-6-12,0-2-121,
r6:0-6-12,0-2-121,
[7:0-0-0,0-01,01,
f8:0-3-11,0-3-41
LOADING
(psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
Vdefl
Ud
PLATES
GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC
0.72
Verl(LL)
0.70 10-11
>394
240
MT20
244/190
TCDL
15.0
Lumber DOL
1.25
BC
1.00
Vert(CT)
-0.39 10-11
>712
240
MT18HS
244/190
BCLL
0.0
Rep Stress Incr
NO
WB
0.56
Horz(CT)
-0.24 8
n/a
We
BCDL
10.0
Code FBC2017[rPI2014
Matrix -MS
Weight: 119 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP M 31 -Except'
4-6: 2x6 SP 240OF 2.OE
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS.
(lb/size) 2=2184/0-8-0, 8=2184/0-8-0
Max Horz 2=1 88(LC 7)
Max Uplift 2=-361 1 (LC 8), 8=-361 1 (LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-4773/7792, 3-4=-4571/7670, 4-5=-4282/7268, 5-6=-4282/7268, 6-
7-8=-4773/7792
BOTCHORD 2-13=-6994/4349, 11-13=-8238/51 00, 10-11 =-8238/51 00, B-1 0=-6994/i
WEBS 3-13=-b92/498, 4-13=-257211458, 5-13=-1 034/1593, 5-111 =-1 300f7l 0, f
6-1 0=-2571/1458, 7-1 0=-394/498
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TC DL=4.2psf; BCDLi
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumbe
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 i
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all area
will fit between the bottom chord and any other members.
7) Provide mechanical connection.(by others) of truss to bearing plate capable of withstan
2=3611,8=3611.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentr
7-0-0, 157 lb down and 92 lb up at 9-0-12, 157 lb down and 92 lb up at 11 -0-12, 157 It
down and 92 lb up at, 13-11-4, and 268 lb down and 333 lb up at 16-0-0 on top chord,
216 lb down and 386 lb up at 9-0-12, 216 lb downand 386 lb up at 11-0-12, 216 lb dol
down and 386 lb up at 13-11-4, and 567 lb down and 1044 lb up at 15-11-4 on bottom
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 i
LOAD CASE(S) Standard
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-5-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 1-11-12 oc bracing.
0=-1034/1592,
3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
DOL=1.60 plate grip DOL=1.60
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) except at=lb)
,ted load(s) 268 lb down and 333 lb up at
down and 92 lb up at 11 -11-4, and 157 lb
nd 567 lb down and 1044 lb up at 7-0-0,
nand386lbupat 11-11-4,and2l6lb
�hord. The design/selection of such
:) or back (B).
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cent 6634.
6904 Parke East Blvd. Tampa FL 33810
Date:
November 12,2018
WARNING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED MIT5KREFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, a , no Is for an Individual building component not
a truss system. Before use, the building designer must verity the applicability of design parameters an6 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 dombge. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSV[pll Quall Criteria. DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22 4-
Tampa, FL 33610
Job
Truss
Truss Type
Cty
Ply
ACQUAVII TA
T15560594
75575
GRP
HIP GIRDER
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL
ti.1ju s mar 11 zultj miieK industries, Inc. man NOVI Z MM:14 ZU"Id t-agez
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-VrauDu9QvzGbm3?WuaAo?qEKUTzsOOHRm92kUAyJz7R
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert: 1-4=-70, 4-6=-70, 6-9=-70,14-17=-20 -
Concentrated Loads (lb)
Vert: 4=-42(B) 6=-42(B) 13=-567(B) 10=-567(B) 21=-I(B) 22=-1 (B) 23=-1 (P) 24=-1 (B) 26=-216(B) 27=-216(B) 28=-216(B) 29=-216(B)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1WO312015 BEFORE USE.
Design valid for use onlywith MITek0 connectors. This design Is based only upon parameters shown, a i nd Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters ona properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord membbrs
only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property domhge.
For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPIJ Qual
Safety Informatlanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandria, VA 22110.
bitterla, DSB-69 and BCSII Building Componont
6904 Parke East Blvd.
Tampa, FL 33610
Job
Tru S
Truss Type
Qty ,
Ply
ACQUAVISTA
. T15560595
75575
GFIR
Half Hip Girder
1
1
Job Re ference (optional)
Lonamoers I russ, Inc., ran rierce, t-L
5.00 5_2
3x6 =
5X8 =
b.riju a mar i i zuitj Nn i eK inausines, inc. rvion tNiov iz uv;jv;io zv iv rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-z1 8GQEA2gGOSODaiSHhlYl mVItSl7Poa?poHOdyJz7Q
3X6 11 5x10
15 4 16 17 53x6
8 1 19 7 20 21 6
2X3 11 1 4x10 = 3X4 11
Scale = 1:29.2
13
16
Plate Offsets (X,Y)--
[3:0-5-12,0-2-81, [5:0-3-8,0-3-01
1
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL)
0.28
7-8
>662
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.42
Vert(CT)
-0.15
7-8
>999
240
BCLL 0.0
Rep Stress Incr NO
WB 0.79
Horz(CT)
-0.04
13
n/a
n/a
BCDL 10.0
Code FBC2017[TP[2014
Matrix -MS
Weight: 74 lb FT = 20%
LIUMBER-
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 2=1176/0-8-0,13=1275/0-3-8
Max Horz 2=277(LC 25)
Max Uplift 2=-1 61 O(LC 8), 13=-1 925(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2251/3157, 3-4=-2155/3241, 4-5=-2155/3241
BOTCHORD 2-8=-2986/2025, 7-8=-3012/2042, 6-7=-362/247
WEBS 3-8=-391/378, 3-7=-333/183, 4-7=-661/914, 5-7=-3148/2086, 5-13=-1 3(
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
11; Exp D; Encl.,'GCpi=0.18; MWFRS (directiorfal); Lumber DOL=11.60 plate grip DOL=,
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
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all aree
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain,
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstar
2=1610,13=1925.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concent
5-0-0,112 lb down and 229 lb up at 7-0-12,112 lb down and 229 lb up at 9-0-12,112
and 229 lb up at 11 -3-4, and 112 lb down and 229 lb up at 13-3-4, and 106 lb down at
136 lb down and 273 lb up at 5-0-0, 52 lb down and 154 lb up at 7-0-12, 52 lb down a
up at 9-3-4, 52 lb down and 154 lb up at 11 -3-4, and 52 lb down and 154 lb up at 13-:
on bottom chord. The design/selection of such connection device(s) is the responsibik
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=11.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=-70, 3-5=-70, 6-10=-20
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-6-12 oc purlins,
except end verticals.
BOTCHORD
Rigid ceiling directly applied or 3-11-12 oc bracing.
WEBS
1 Row at midpt 5-7
961
; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
.60
ry other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
Building designer should verify
100 lb uplift at joint(s) except at=lb)
ed load(s) 359 lb down and 533 lb up at
down and 229 lb up at 9-3-4, 112 lb down
227 Ilp up at 15-0-12 on top chord, and '
154 lb up at 9-0-12, 52 lb down and 154 lb
1, and 75 lb down and 148 lb up at 15-0-12
of others.
) or back (B).
Walter P. Finn PE No.22839
M!Tek USA, Inc. Fl. Cart 6634,
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING - Verity design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAIGE 111114473 rev. 1010312015 BEFORE USE '
Design valid for use only.with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, n�'N
a truss system. Before use, the building designer must verity the applicability of design parameters andiproperly 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
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
M!Tek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Criteria. DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314� I
Tampa, FL 33610
Job
Tru S
Truss Type
Qty
Ply
ACQUAVISTA
T15560595
75575
GRR
Half Hip Girder
1
1
.
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-159(F) 6=-55(F) 8=-90(F) 5=-105(F) 14=-73(F) 15=-146(F) 16=-
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:15 2018 Page 2
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-zlBGQEA2gGOSODaiSHhlYlmV[tSl7Poa?poHOdyJz7Q
17=-73(F) I 8=-43(F) 19=-87(F) 20=-43(F) 21 =-43(F)
,&WARNING -Verify design parameter. and READ NOTES ON THIS AND INCLUDED MIDEKREFERANCEPA'GE11111-7473 rev. 1010&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
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 membdrs only. Additional temporary and permanent bracing
Mffek'
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, seeANSIMIJ Quality Cifforla, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informalfonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
ply
ACQUAVISTA
T15560596
75575
A
JACK -OPEN
�Qty
28
1
�
Job Reference (optional)
unarnDers I russ, Inc., t-on merce, I`-L
1-6-0
5.00
b.iou a iviar 1 1 eU 10 IVU I UK IT IIJIUSUIUS, UIG. IVIUII INIUV 14 UZI;OU; 10 eu 10 rage I
ID:aNkrWfLwRD)CrOZhc4Bay—yKyKq-RDi.feaBgRaWJON9u??DG4FJgyHtFs2SkDTXrY3yJz7P
1-0-0
1-0-0
Scale = 1:7.1
3
2
4
3x4 =
LOADING (psi)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.65
Vert(LL)
-0.00
5
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.11
Vert(CT)
0.00
5
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
LIUMBER-
TOPCHORD 2x4 SP No.3
BOTCHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=-8/Mechanical, 2=229/0-8-0, 4=-27/Mechanical
Max Harz 2=123(LC 12)
Max Uplift 3=-8(LC 1), 2=-390(LC 12), 4=-27(LC 1)
Max Grav 3=40(LC 12), 2=229(LC 1), 4=82(LC 12)
FORCES. (1b) - 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
11; Exp D; Encl., GCpi=0.18; MWFFIS (directional) and C-C Exteriorl zone; porch left
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
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all are
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 withsta
2=390.
PLATES GRIP
MT20 244/190
Weight: 6 lb FT = 20%
EIRACING-
TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
i.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
d right expo§ed;C-C for members and
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) 3, 4 except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
,& WARNING - Verify design parameters andRE4D NOTES ON THISAND INCLUDED MITEKREFERANCE PA6E MIP7473 rev. laG312015 BEFORE USE.
.
Design valid for use only with MiTek@ connectors. This design Is based a nly upon parameters shown, aqd 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 overa
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .
MOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMIJ Quality Criferia. D511-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314�
Tampa, FL 33610
Job
Truss
Truss Type
Cty
Ply
ACQUAVII TA
T15560597
75575
J3
JACK -OPEN
29
1
Job Reference (optional)
Chambers Truss, Inc_
Fort Pierce, FIL
8.13o s mar 11 zuib MiTek industries, inc. Man Nov liz 09:39:itj zuiti flage 1
ID:aNkrWfLwRDXTDZhc4Bay—yKyKq-RDifeaBgRaWJONgu??DG4FJgyHops2SkDTXrY3yJz7P
.1-6-0
3-0-0
1-6-0
3-0-0
Scale 1: 11.3
3
Ir
5.001
7
C�
2
4
3x4
3-0-0
3-0-0
Plate Offsets (X,Y)--
f2:0-0-6,0-0-01
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in floc)
I/clefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
0.02 4-7
>999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.39
Vert(CT)
-0.01 4-7
>999 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00 3
n1a n1a
BCDL 10.0
Code FBC2017/TP[2014
Matrix -MP
Weight: 12 Ito FT = 20%
LUMBER-
TOPCHORD 2x4 SP No.3
BOTCHbRD 2x4 SP No.3
REACTIONS. (lb/size) 3=74/Mechanical, 2=26410-8-0, 4=31/Mechanical
Max Harz 2=1 97(LC 12)
Max Uplift 3=-1 04(LC 12), 2=-426(LC 12), 4=-76(LC 9)
Max Grav 3=75(LC 17), 2=264(LC 1), 4=51 (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; BI
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch
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,
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all
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 vvitl�
3=104,2=426.
IBRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc puffins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
and right exposed;C-C for members and
any other live loads.
is where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) 4 except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 66 , 34
6904 Parke East Blvd. Tampa FIL 33610
Date:
November 12,2018
,&WARNING -Vedry design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCEPAIGEMIP7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek9) connectors. This design Is based only upon parameters shown, a , nd Is for an Individual building component, not
ci 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 dorr�oge. For general guidance regarding the .
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualifyCrItedo, DSB-89 and BCSI 1130ding Component
Safety Informotlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Tru S
Truss Type
Qty
Ply
AC QUAVISTA
T15560598
75575
J3A
Jack -Open
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Nov 12 09:39:17 2018 Page 1
1 D:aNkrWfLwRDXTOZhc4Bay—yKyKq-vQG1 rwC[CufAdXk5ZikVdSspGh5TbVftS7HO5VyJz7O
—3-8-0
3-8-0
3X4
4X4 11
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL
in
(loc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.81
Vert(LL)
-0.01
3-4
>999
360
TCDL 15.0
Lumber DQL
1.25
BC - 0.62
Vert(CT)
-0.02
3-4
>999
240
BCLIL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.03
2
We
n1a
BCDL 10.0
Code FBC2017/TP12014
Matdx-MR
Wind(LL)
0.03
3-4
>999
240
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=156/0-8-0,2=112/Mechanical,3=44/MechanicaI
Max Harz 4=1 32(LC 12)
Max Uplift 4=-81 (LC 12), 2=-1 65(LC 12), 3=-21 (LC 12)
Max Grav 4=1 59(LC 17), 2=1 31 (LC 17), 3=68(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; BC
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for
shown; Lumber DOL=1.60 plate grip DOL=11.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent %A
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all c
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 with!
2=165.
Scale = 1: 15.0
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-8-0 cc pudins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
)ers and forces & MWFRS for reactions
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) 4, 3 except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634.
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE
PAGE MX7473 rev. 101=015 BEFORE USE.
Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown,
c1nd is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design porameters 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
Mffek'
Is always required for stability and to prevent collapse with possible personal Injury and property darnbge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quollhr Critero. D5111-89 and BCSI BuUdlng Component
6904 Parke East Blvd.
Safety [nforrnationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22311,4.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
ACQUAVII TA
T15560599
75575
J5
JACK -OPEN
26
1
Job Reference (optional)
L,namoers I russ, Inc., rort rierce, rL
miju s mar i i zuits mi I eK industries, Inc. man r,4ov iz uu:oun / zuitj rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-vQG1 rwClCufAdXk5ZiWdSsuAh7ubVitS7HO5VyJz7O
5-d-0
Scale = 1: 15.4
5.00 1'2
7
T
6
C�
2
4
3x5 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.50
Vert(LL)
0.16
4-7
>373
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.46
Vert(CT)
-0.05
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
MatHx-MP
Weight: 18 lb FT = 20%
LIUMBEF11-
TOPCHORD 2X4 SP M 30
BOTCHORD 2x4 SP M 30
REACTIONS. (lb/size) 3=143/Mechanical, 2=343/0-8-0, 4=63/Mechanical
Max Horz 2=273(LC 12)
Max Uplift 3=-208(LC 12), 2=-525(LC 12), 4=-1 39(LC 12)
Max Grav 3=147(LC 17), 2=343(LC 1), 4=92(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left
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
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all are
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 withsta
3=208,2=525,4ml39.
IBRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
:3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
Ind right exposed;C-C for members and
iny other live loads.
s where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
69D4 Parke East Blvd. Tampa FL 13610
Date:
November 12,2018
WARNING - Verilrydesign parameters and READ NOTES ON THISAND INCLUDED MrTEK REFERANCE PAGE
M117473 rev. 1010312016 BEFORE USE.
Design valid for use only with MITek1D connectors. This design is bo . sod only upon parameters shown, aS'
d Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameter an
s ,
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members
properly Incorporate this design Into the overall
only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property dam6ge.
For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Quality
CrIllarla, DS11-89 and III BuldIng Component
6904 Pari(e East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22311.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA
T15560600
75575
J7
JACK -OPEN
34
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL
-1-6-0 4-2-13
3x1 0 ��
Plate Offsets (X,Y)--
5.00
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:18 2018 Page 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-NcqP3FCwzBn1 FhJH7PFk9gO1 R5SKKu?1 hnOydxyJz7N
Z-0-0
2-9-3
3X5 '�' 10
LOADING (psf)
SPACING-
2-0-0
CSI.
DIEFL.
in
(loc)
Vdefl
Ud
TCLL 20
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
0.34
6-9
>245
240
TCDL 1 0
5:0
Lumber DOL
1.25
BC 0.51
Vert(CT)
-0.12
6-9
>688
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.32
Horz(CT)
-0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017ITP[2014
Matrix -MP
i
LUMBER -
TOP CHORD 2X4 SIP M 30
BOT CHORD 2X4 SP M 31
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 4=65/Mechanical, 2=429/0-8-0,5=236/Mechanical
Max Harz 2=349(LC 12)
Max Uplift 4=-83(LC 12), 2=-637(LC 12), 5=-427(LC 12)
Max Grav 4=93(LC 17), 2=429(LC 1), 6=236(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-324/540
BOTCHORD 2-6=-8911367
WEBS 3-6=-439/1067
6
6x8
Scale = 1:19.9
PLATES GRIP
MT20 244/190
Weight: 30 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOTCHORD Rigid ceiling directly applied or 6-4-7 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDLi3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFFIS (directional) and C-C Exterior(2) -1-6-0 to 4-11-1� 1 , Interion(l) 4-11-13 to 6-11-4 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
2) This truss has been designed fora 10.0 psf bottom chord live ioad nonconcurrent with a nyother 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 withstan d1ing 100 lb Uplift at joint(s) 4 except Ot=lb)
2=637,5=427.
Walter P. Finn PIE No.22839
MiTek USA, Inc. EL Cert 66 9
6904 P&kelast Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING- Ventlydesign parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PA6E
MIP7473 rev. la(0312016 BEFORE USE.
Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, cQ'd
a truss system. Before use, the building designer must verity the applicability of design parameters and1properly
Is for an Individual building component, not
Incorporate this design Into the overall
wt
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members
is always required for stability and to prevent collapse with possible personal Injury and property damdge.
only. Additional temporary and permanent bracing
For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Quality
Criteria, DSB-89 and I3CSI Bulding Component
6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA
T15560601
75575
JA
Jack -Open
i -
Job Reference (optional)
L;naMDers I russ, Inc., vort vierce, VL
2
0
5.00
3X4 =
8.130 s mar 11 zu'lu Mi I ek Inausines, Inc. Mon Nov 12 UU:UU11:1 ZU18 Vage 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-NcqP3FCwzBn1 FhJH7PFk9gOOS5Y—KyylhnOydxyJz7N
2-4-0
2-4-0
Scale = 1:9.9
3
T
I?
6
4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Ven(LL) -0.00 7 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.00 7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017ITP]2014 Matrix-Ml? Wind(LL) -0.00 7 >999 240 Weight: 10 Ito FT = 20%
LIUMBER- BRACING-
TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 2-4-0 oc purlins.
BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=50/Mechanical, 2=242/0-8-0, 4=18/Mechanical
Max Harz 2=172(LC 12)
Max Uplift 3=-51 (LC 12), 2=-333(LC 12)
Max Grav 3=60(LC 17), 2=242(LC 1), 4=36(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; BCDIL=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;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 Iny other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all area I s 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 withstaiding 100 lb uplift at joint(s) 3 except at=lb)
2=333. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date;
November 12,2018
,& WARNING - Verify design parameters and READ NOTES ON THIS AND iNcLuDED mrTEK REFERANCEPAGEMII-7473 rev. 10/0.WOIS BEFORE USE.
Design valid for use onlywith Mrrek@ 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 domdge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUVII Quallty Cifferla, DSB-89 and IICSI Belding Component
6904 Parke East Blvd.,
Safety [riformationavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandria, VA 2231
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA
.
T15560602
75575
JB
Jack -Open
1
Job Reference (optional)
Uhambers I russ, Inc., t-on vierce, t-L
ij.l;iu a mar i i zui b mi i eK inausines, inc. ivion iNov i z u'd:ou; i to eu i a rage I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-soOnGbDZkVvutruTh7mzitxJTUt53PCAwRmV9OyJz7M
2
6.00
T
6
3
3x4 =
�---4-O
ch
Scale = 1:9.4
LOADING (pso
SPACING-
2;0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
.25
TC 0.19
Vert(LL)
-0.00
6
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.22
Vert(CT)
-0.00
6
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
2
n/a
n1a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MP
Wind(LL)
0.01
3-6
>999
240
Weight: 7 lb FT = 20%
LIUMBER-
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=102/0-8-0,2=66/Mechanical,.3=36/MechanicaI
Max Harz 1=87(LC 12)
Max Uplift 1=-68(LC 12), 2=-85(LC 12), 3=-22(LC 12)
Max Grav 1 =1 07(LC 17), 2=75(LC 17), 3=44(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
11; Exp D; Encl., -GCpi=O. 18; MWFRS (directional) and C-C Exterior(2) zone;C-C for m
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
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all are
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 withsta
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-4-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
:; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
and forces & MWFRS for reactions
ty other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) 1, 2, 3.
Walter P. Finn PE No.22839
MiTek USA, lhe. FL Carl 6634,
6904 Parke East Blvd. Tampa FL 33,610
Date'
November 12,2018
,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MffEKREFERANCEPAGEMII-7473 rev. 10103*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 andproperly 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
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ,
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cifieft, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Informationavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314J,
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVIS TA
I
T15560603
75575
Jul
JACK -OPEN
2
�
Job Re
Uhambers I russ, Inc., i-ort merce, 1--l-
ADEQUATE
SUPPORT
REQUIRED.
b.izju a mar ii zuib mi ieK inausines, Inc. man Nov i;d uu:du:zu zvib rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-K_x9TxEBVpl IU_TfEqHCF5UTyuAPorSJ85V2hqyJz7L
-1-6-0 i 1-0-0
3
Fl —2
. -- . y
2
7
CP
'7
6
3.5
LOADING (ps�
SPACING-
2-0
CSI
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1 5
.�O
TC 0.21
Vert(LL) ,
-0.00
5
>999
360
TCDL 1 5.0
Lumber DOL
1.25
BC 0.35
Vert(CT)
-0.00
5
>999
240
13CLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
1
n/a
n/a
BCDL 10.0
Code FBC2017fTP]2014
Matrix -MP
Wind(U-)
0.00
5
>999
240
LUIMEIER-
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=68/Mechanical,3=-O/Mechanical,4=166/MechanicaI
Max Harz 3=266(LC 17), 4=-284(LC 17)
Max Uplift 1=-65(LC 12), 4=-1 17(LC 12)
Max Grav 1=76(LC 17), 4=178(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-304/261
BOTCHORD 2-4=-345/498
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDLI
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever
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 ,
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all area
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 withstan
4=1 17.
Scale = 1:9.7
PLATES GRIP
MT20 244/190
Weight: 6 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
)psf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
and right exposed ;C-C for members and
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) 1 except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cori 6634.
6904 Parke East Blvd. Tampa FIL 33610
Date:
November 12,2018
,& WARNING - Verify design parameters and READ NOTES ON THISAND INcLuDED mrrEKREFERANCEPAGE M11-7473 re, 1W=015BEFORE 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 cibpllcoblllty of design parameters and 1properly 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, erectlon and bracing of trusses and truss systems, seeANSVIP11 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Solely Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223141
Tampa, FL 33610
Job
Tru s
Truss Type
Qty
Ply
AC QUAVISTA
T15560604
�
75575
JU3
JACK -OPEN
1
1
Job Reference (optional)
L;namDers I russ, Inc., i--orr rierce, �-!_
ADEQLIj
SUPPOF
REQUIR
ts.iju s mar 11 zui ts mi I eK inaustries, Inc. man NOV I Z UV:JV:ZU ZU1 d vage i
ID:aNkrWfLwRD)CrOZhc4Bay—yKyKq-K-x9TxEBVp1 IU-TfEqHCF5URTuCcoqZJ85V2hqyJz7L
I1 1.40-06 1.
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/clefl
Lid
TCLL 20. 0
ate Grip DOL
Ple
1.25
TC 0.36
Vert(LL)
-0.00
7
>999
360
TCDL 15 .0
Lumber DOL
1.25
BC 0.21
Vert(CT)
-0.01
7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.12
Horz(CT)
-0.01
5
n1a
n/a
BCDIL 10.0
Code FBC2017/TP12014
Matrix -MP
Wind(LL)
0.02
7
>999
240
LUIMEIER-
TOP CHORD 2X4 SP NO.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
Scale = 1:13.9
PLATES GRIP
MT20 244/190
Weight: 13 lb FT �_ 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings Mechanical except at=length) 6=0-8-0.
(lb) - Max Harz 1 =1 67(LC 12)
MaxUplift All uplift 100 lb or less atjoint(s) 1, 4, 5 except 6=-298(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 4, 5 UAUUPL 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-6=-249/41 0
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extetior(2) zone; cantilever
MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1 �60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all are,
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 withstar
at=lb) 6=298.
)psf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
exposed ;C-C for members and forces &
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
100 Ito uplift at joint(s) 1, 4, 5 except
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cart 6634
69D4 Parke East Blvd. Tampa Fl. 336 , 10,
Date:
November 12,2018
AL WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. la1=015 BEFORE USE.
Design valid for use only with lVIITek@ 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
M!Tek*
Is always required for stability and to prevent collapse with possible personal Injury and property clam�ge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Componant
6904 Parke East Blvd.
Safelly Informatlanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22310.
Tampa, FL 33610
Job
Truss
Truss Type I
Qty
Ply
ACQUAVISTA
T15560605
75575
K
Common
4
Job Reference (optional)
L,namoers I russ, Inc.,. ran rierce, M
0. IOUs MIR 1 1 eu I a IVII I UK H IuUbL1 [Uzi, IT IL;. IVIUI I 1MUV 14 UV;OV;4I ev I a ruyu I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-oBVYhHFpG69c681 soYoRn[04ylVtXGsTNIFcEGyJz7K
3X4 =
27.0
6
3x4 = 1 3XB 11
.0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TIC 0.57
Vert(LL)
-0.06
7-14
>999
360
TCDL
1 5.0
Lumber DOL
1.25
BC 0.40
Vert(CT)
-0.13
7-14
>999
240
BCLL
0.0
Rep Stress Incr
.
YES
WB 0.18
Horz(CT)
0.62
6
n/a
n1a
BCDL
10.0
Code FBC2017rrP]2014
Matrix -MS
Wind(LL)
0.13
7-10
>999
240
LIUMBER-
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
SLIDER
Right 2x4 SP No.3 2-6-0
REACTIONS. (lb/size) 6=681 /Mechanical, 2=796/0-8-0
Max Horz 2=1 98(LC 11)
Max Uplift 6=-577(LC 12), 2=-790(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1360/1609, 3-4=-1034/1211, 4-6=-992/1172
BOTCHORD 2-7=-1408/1228, 6-7=-857/839
WEBS 3-7=-452/608, 4-7=-303/413
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCD1
11; Exp D; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exteflor(2) -1-6-0 to 4-11-1
to 14-9-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber 1
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all are
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 withsta
6=577,2=790.
PLATES GRIP
MT20 244/190
Weight: 64 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD Rigid ceiling directly applied or 6-0-14 oc bracing.
3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
Interior(l) 4-11-13 to 8-1 -0, Exterior(2) 8-1 -0
)L=1.60 plate grip DOL=1.60
ny other live loads.
; where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) except at=lb)
Walter P. Finn.PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
DaW.
November 12,2018
,& WARNING - Verity design parameters and REA D NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown ond is for an individual building component, not
the the �n�
a truss system. Before use, building designer must verity applicability of design parameters 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 dom6ge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI1 Quality Cittarla, DSB-89 and I3CS1 Building Componant
6904 Parke East Blvd.
Safally Informationcivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply7AI
QUAVISTA
T15560606
75575
K1
Half Hip
2
1
1
J jot
ob Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
5.00 F12 2X3 -Z�,
3
13
3x5 =
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:22 2018 Page I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-GN3wudFRIQHTkic2MFJgKWZmqir8GYxccP-9miyJz7J
9-0-0 15-6-0
6-6-0
4x6 5x8
4 53X6
3x8 =
3X4 11
Scale = 1:29.4
1
9-0-0
6-6-0
Plate Offsets (X,Y)--
[2:0-0-6,Edgel, [5:0-1-8,0-3-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/def]
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.44
Vert(LL)
-0.11
7-11
>999
360
MT20 .244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.39
Vert(CT)
-0.26
7-11
>720
240
BCLL 0.0
Rep Stress Incr YES
WB 0.83
Horz(CT)
-0.02
12
n/a
n/a
BCDL 10.0
Code FBC2017[TP12014
Matdx-MS
Wind(LL)
0.12
7-11
>999
240
Weight: 80 lb FT = 20%
LUMBER -
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 2=801/0-8-0,12=660/0-3-8
Max Horz 2=429(LC 12)
Max Uplift 2=-751(LC 12), 12=-601(LC 12)
Max Grav 2=825(LC 17),12=660(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown.
TOPCHORD 2-3=-1 195/1265, 3-4=-836/861, 4-5=-763/861
BOT CHORD 2-7=-1487/1170
WEBS 3-7=-488/746, 5-7=-906/804, 5-12=-677/765
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 5-9-13 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=1 32mph; TC DL=4.2psf; BCDLi3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS,(directional) and C-C Exterior(2) -1-6-0 to 4-11-1�1' Interior(l) 4-11-13 to 9-0-0, Exterior(2) 9-0-0
to 15-0-12 zone;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. I :
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) 12 considers parallel to grain value using ANSIrrP1 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 withstan d1ing 100 lb uplift at joint(s) except at=lb)
2=751,12=601. 1
Walter P. Finn PE NoM39
MiTak USA, In'c. FL Cart 6634
691114 Parke East Blvd. Tampa FL 3361 , 0
Date�
November 12,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MIJL7473 rev. 1WO3,2015 BEFORE USE.
Design valid for use only with IvIITek@ 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 permcnentbracIng
MiTdk'
Is always required for stability and to prevent collapse with possible personal Injury and property dam6ge. For general guidance regarding the .
fabrication, storage, delivery; erection and bracing of trusses and truss systems, seeANSVTPII Quality Cdteda. DSIII-69 and BCSI Bufldtng Component
6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. .
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA
T15560607
75575
K2
Halt Hip
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:22 20118 Page I
imirouduccr-9miyaLM
Scale = 1:33.0
5.00F12
16
5x6 i:�-
r--11
L
I
14
2
F
E
13 1�
� 4 1 r4.
L- In, 6
6
H
8
7
3x5
7-8-4
2x3 11
3x8
3x4 11
15-6-0
7-8-4
4-6-0
Plate Offsets (X,Y)--
[2:0-1-2,Edgel, [5:0-1-8,0-3-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/defi
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL)
-0.07
8-12
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.44
Vert(CT)
-0.19
B-12
>971
240
BCLL 0.6
Rep Stress Incr YES
WB 0.55
Horz(CT)
-0.02
13
n/a
n/a
BCDL 10.0
Code FBC2017[TP12014
Matrlx-MS
Wind(LL)
0.18
8-12
>999
240
Weight: 88 lb FT = 20%
LIUMBER-
TOP CHORD
2X4 SP M 30
BOTCHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP'No.3
REACTIONS.
(lb/size) 2=801/0-8-0,13=660/0-3-8
Max Harz 2=505(LC 12)
Max Uplift 2=-730(LC 12),13=-622(LC 12)
Max Grav 2=832(LC 17),13=675(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1 132/1049, 3-4---576/608, 4-5=-488/588
BOTCHORD 2-8=-1 334/1071, 7-8�--1 334/1071
WEBS 3-8=-85/291, 3-7=-800/1022, 5-7=-803/662, 5-13=-698/811
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
11; Exp D; Encl., GCpi=0.18; MWIF * RS (directional) and C-C Exterior(2) -1-6-0 to 4-11 -1
11 -0-0 to 15-0-12 zone;C-C for members and forces & MWFRS for reactions shown; L
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
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all are�
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstai
2=730,13=699.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 5-5-13 oc bracing.
i.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft' Cat.
Inteflor(l) 4-11-13 to I 1 -0-0, Exterior(�)
nber DOL=1.60 plate grip DOL=1.60
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
Building designer should verify
100 lb uplift at joint(s) except Gt=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634.
6904 Parke East Blvd. Tampa FL 33610
Date'
November 12,2018
wAnNiNa - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE
MIP7473 rev. 1010=015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown,
a , nd li 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 dambgg.
For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSYWII Quality
CrItaft, D513-89 and BCSI Building Component
6904 Parke East Blvd.
Safaty Infounationavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FIL 33610
Job
Truss
Truss Type , .
Qty .
Ply
ACQUAVISTA
I
T15560608
75575
KJ3
Diagonal Hip Girder
2
1
Job Reference (optional)
L;namDers iniss, Inc., von merce, t-L b.i;ju a mar i i zult3 mi i eK inouslines, Inc. man NOV 1Z UU:dU:Zd ZUItS t-age i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-kZdl6zG3nkPKLSBEwzrvsi6zT6Ec?CBmq3kil9yJz7I
-2-1-7 4-2-3
2-1-7 4-2-3
Scale: 1"=1'
3 FA
2
1
3x4 =
r1_2 NAILED
NAILED
8�
9
NAILED
NAILED
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
-0.07
4-7
>756
240
TCDL 15.0
Lumber DOL
1.25
BC 0.25
Vert(CT)
-0.06
4-7
>786
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MP
LUMIBER-
TOP CHORD 2X4 SP M 30
BOTCHORD 2X4 SP M 30
REACTIONS. (lb/size) 3=75/Mechanical, 2=270/0-10-15, 4=13/Mechanical
Max Harz 2=1 96(LC 8)
Max Uplift 3=-1 11 (LC 8), 2=-493(LC 8), 4=-1 5(LC 17)
Max Grew 3=94(LC 28), 2--307(LC 28), 4=98(LC 24)
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
11; Exp D; Ehcl.,,GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL—_
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all arez
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 withstar
3=111,2=493.
6) "NAILED" indicates 3-1.0d (0.1 48"x3") or 2-112d (0.1 48"x3l.25") toe -nails per NDS guidlii
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 4-5=-20
Concentrated Loads (lb)
Vert: 8=8�(F=44, 13=44) 9=72(F=36, B=36)
4
PLATES GRIP
MT20 244/190
Weight: 16 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-2-3 oc puflins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) 4 except at=lb)
or back (B).
Walter P. Finn PE No.22839,
MiTak USA, Inc. Fl. Cott 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
November 12,2018
,& WARNING - Verify design pararnefrs andREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAC';E 11111-7473 rev. I&OX2015BEFORE USE.
Design voild,for use only with IVIITek@ 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 �roperly 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 damobe, For general guidance regarding the
fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, seeANSVTPII Quality Cifforla, DSB-89 and 111101 Building Component
Safety Informatlanavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1
6904 Parke East Blvd.
Tampa, FL 33610
Job
Tru s
Truss Type . I
Qty
Ply
ACQU AVI] TA
T15560609
75575
KJ5
Diagonal Hip Girder 1
1
Job Refen
Chambers Truss, inc.,
Fori Pierce, FL
8J30 5 iviui 11 4010
IVII I eK H IUMMUS,
101C. 05 140V 1C UV:QV:C" 40 10 rage 1
ID:aNkrWfLwRD)CrOZhc4Bay—yKyKq-CmBgJdHhYlXBzcmRTgMBPxe57VYKkfRv3jTGqbyJz7H
-2-1-7
3-9-9
7-0-2
2-1-7
3-9-9
3-2-8
Scale= 1: 17.6
NAILED
3.5 .. 4 F1 _2
NAILED
9
NAILED
C�
NAILED
9
8
CU
2
4
NAILED
NAILED
NAILED
NAILED
3x4
7-0-2
7-0-2
Plate Offsets (X,Y)--
[2:0-1-4,Edgel
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in
(loc) I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Vert(LL)
0.26
4-7 >325
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.35
Vert(CT)
0.25
4-7 >339
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
HOrz(CT)
-0.00
3 n/a
n/a
BCDIL 10.0
Code FBC2017[rPI2014
Matrix -MP
Weight: 25 lb FT = 20%
LIUMBER-
TOP CHORD 2x4 SP M 30
BOT CHORD 2X4 SP M 30
REACTIONS. (lb/size) 3=186/Mechanical,2=361/0-10-15,4--75/MechanicaI
Max Horz 2=272(LC 8)
Max Uplift 3=-256(LC 8), 2=-624(LC 8), 4---104(LC 5)
Max Grav 3=1 88(LC 28), 2=413(LC 28), 4--113(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; T(3DL=4.2psf; BCDLj3
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 1E
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas
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 withstandi
3=256,2=624,4=104. 1
6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guiclline�
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (IF
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 4-5=-20
Concentrated Loads (lb)
Vert: 8=86(F=44, B=44) I 0=72(F=36, B=36) 11 =-8(F=-4, B=-4)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD Rigid ceiling directly appliedo.r 10-0-0 oc bracing.
h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
y other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) except at=lb)
or back (B).
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33.810
Date:
November 12,2018
,&WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE
11111-7473 rev. 1WO312015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is bosed.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
broperly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord member�
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 .
fabrication, storage, delivery, erectIon and bracing of trusses and truss systems, seeANSVWII QUOUty Crttedo, DSB-89 and BCSI Building Component
Safety Informictlonovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.1
6904 Parke East Blvd.
Tampa, FL 33610
Job
T s
Truss Type
City
Ply
ACQUAVITA
I
T1 5560610
75575
KJ7
DIAGONAL HIP GIRDER 1
9
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.130 a Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:25 2018 Page 1
ID:aNkrWfLwRDXTOZhc4Bay—yKy�<q-gyl2XfIJJLf2bmLdlOtNy8Bl7vvGT?L3]NDpNlyJz7G
Scale = 1:22.6
17
C�
C
'R M
C�
5-8-3
5-8-3
1
9-10-1
4-1-14
Plate Offsets (X,Y)--
[2:0-1-4,Edgel
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.37
Vert(LL)
0.10
6-7
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.31
Vert(CT)
-0.05
6-7
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB
0.47
Horz(CT)
-0.02
5
We
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 41 lb FT = 20%
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4--140/Mechanical, 2=516/0-10-15,5=379/Mechanical
Max Horz 2=348(LC 8)
Max Uplift 4=-1 93(LC 8), 2=-11 023(LC 8), 5=-716(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-834/1345
BOTCHORD 2-7=;-1444t779, 6-7=-1444t779
WEBS 3-7=-4621267, 3-6=-852/1579
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psfl- BCDL--13.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; LumberlDOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a I hy 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. 1 1
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
4=193,2=1023,5=716. 1
6) "NAILED".indicates 3-1 Od (0.1 48"x3") or 2-12d (0.1 48"x3.25") toe -nails per NDS guidline,-.
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 lncrease=1.25, Plate increase=1.25
Uniform Loads (plf)
Vert: 1-4=-70, 5-8=-20
Concentrated Loads (lb)
Vert: 11 =88(F=44, B=44) 13=-88(F=-44, B=-44) 14--72(F=36, B=36) 15=- B(F=-4 'I B=-4) 16=-70(Fm-35, B=-35)
Walter P. Finn PE No.22839
M!TekUSA, Inc. FL Cert 6634.
6904 PMWEast Blvd. Tampa FL 33610
Date:
November 12,2018
wARNiNr - Verify design parameters and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAG I E M11-7473 rev, 10103(2015 BEFORE USE.
Design valid for use only with MITek0 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 l5roperly 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, seeANSYT113111 Quality Criteria, DSB-89 and BCSI Bulding Component
SOfGty Informatlanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1
6904 Parke East Blvd.
Tampa, FIL 33610
Job
Tru s
Truss Type
y
ACQUAVISTA
T15560611
75575
KJA
Diagonal Hip Girder
1
Job Reference (optional)
U1141flUdIb I Wbb, IFIU., run rimue, rL
2
0
Plate Offsets (X,Y)--
ti.lou s mar ii zuits mi ieK inausines, Inc. man NOV 12 U9:392tj ZUlb vage i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-BBJQK-ly4fnuDvwpb5OcUMkUjJFpCZXCX1 yNvUyJz7F
3-2-14
3-2-14
Scale = 1:10.6
3
NAILED 7
3.5 4 1`1� 2 NAILED
8
9 4
NAILED
NAILED
3x4 =
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.32
Vert(LL) -0.04 4-7 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.22
Vlert(CT) 0.02 4-7 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT) 0.00 2 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 13 lb FT = 20%
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
REACTIONS. (lb/size) 3=31 /Mechanical, 2=257/0-10-15, 4=-14/Mechanical
Max Horz 2=1 71 (LC 24) -
Max Uplift 3=-62(LC 8), 2=-482(LC 8), 4---48(LC-1 7)
Max Gram 3=77(LC 22), 2=276(LC 28), 4=1 35(LC 24)
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-, BCDLj,
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1' I
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind 1 1(
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI I
3) Gable studs spaced at 2-0-0 oc. 1
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas'
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections. 1
7) Provrde mechanical connection (by others) of truss to bearing plate capable of withstand!
2=482. 1
8) "NAILED" indicates 3-1 Od (0. 1 48"x3") or 2-12d (0. 1 48"x3.25") toe -nails per INDS guldline,�
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (17,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=l.�5, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-8=-70, 4-5=-20
Concentrated Loads (lb)
Vert: 8=88(F=44, 121=44) 9=72(F=36, 13=36)
EIRACING7
TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
to the face), see Standard Industry
y other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) 3, 4 except at=lb)
or back (B).
Walter P. Finn FIE No.22839
MiTek USA, Inc. FL Cert 6634.
8904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE' Mll-7473 re. 1010312015 BEFORE USE.
I
Design valid for use only with IVITek@ 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 �.roperly 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!Tdk'
Is always required for stability and to prevent collapse with possible personal Injury and property clarnagg. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMIJ Quality CrItedo, DSO-69 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Tru a
Truss Type
Qty
Ply
ACQUAVIII TA
T15560612
75575
KJB
Roof Special Girder
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL 8.130 a Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:26 2018 Page I
ID:aNkrWfLwRDXTOZhc4Bay-yKyKq-88JQk-ly4fnuDvwpb5OcUMkpjJHYCZxCXIyNvUyJz7F
.2-1-7 2-7-0
2-1-7 2-7-0
3.54F1-2
IF
NAILED
NAILED
10
NAILED
NAILED
LOADING (psf)
SPACING-
2-0-0,
CS11.
DEFL.
in
(loc)
I/defI
Lid
TCLL 20.0
Plate Grip DOL
. 1.25
TC 0.32
Vert(LL)
-0.01
8
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.11
Vert(CT)
0.00
8
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
5
n/a
n1a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
LIUMBER-
TOPCHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS.
(lb/size) 5=-62/0-2-1, 2=282/0-10-15
Max Harz 2=1 43(LC 24)
Max Uplift 5=-1 56(LC 17), 2=-491 (LC 8)
Max Grav 5=362(LC 24), 2=282(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
4xB ::�
Scale = 1:9.3
I
4
3X4 11
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-7-0 op purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES- I
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vascl=1 32mph; TCDL=4.2psf; BCDL�3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWIFFIS (directional); Lumber DOL=1.60 plate grip DOL=1�60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to windl(normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI
3) Gable studs spaced at 2-0-0 oc.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 1� I ny 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) Bearing at joint(s) 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 at joint(s) 5.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
5=156,2=491. 1
9) "NAILED" indicates 3-1 Od (0.1 48"x3") or 2-12d (0.1 48"x3.25") toe-nalls pe, 1- yu-1h lus.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front'(F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 4-6=-20
Concentrated Loads (lb)
Vert: 9=65(F=32, B=32) 10=51(F=28, B=28)
Walter P. Finn PE No'.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
November 12,2018
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGEMIP7473re. 1010312015 BEFORE USE.
Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, an8 Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parometersand �rcperly Incorporate this design into the overall
bulldingdesIgn. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damabe. For general guidance regarding the
M!Tek'.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quallij, Citterla, DSIII-89 and BCSI BuDdIng Component
Safety [nfannationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22 14.!
6904 Parke East Blvd.
Tampa, FL 33610
Job
Tru s
Truss Type
City
Ply
ACQUAVISTA
T15560613
75575
KJC
DIAGONAL HIP GIRDER
1
1
Job'Reference (optional)
Chambers Truss, Inc., Fad Pierce, FL
2-1-7
5-2-9
3.54
NAILED
NAILED
13
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:27 2018 Page 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-dLtpxKJaryvlq3VO9ovrlZGd5jZ9x—RLIhiwRwyJz7E
7-0-10 9-10-1
NAILED
NAILED
3X4
Scale: 1/2"=l'
3x4 14
15
7
6
NAILED
2X3 11
5
3X8
NAILED
NAILED
3x4
NAILED
3X10
NAILED
NAILED
11 1
V3 -19�
7-0-10
9-10-1
.9.1
1 4-9-2
2-9-7
Plate Offsets (X,Y)--
[2:0-3-8,Edgel, [2:0-0-2,1-6-141, [2:0-0-10,2-4-121
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL)
0.10
8
>999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.34
Verl(CT)
-0.09
8
>999 240
BCLL 0.0
Rep Stress Incr NO
WEI 0.18
Horz(CT)
0.02
4
n/a n/a
BCDL 10.0
Code FBC2017ITP]2014
Matrix -MS
Weight: 47 lb FT = 20%
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x8 SP 240OF 2.OE
REACTIONS. (lb/size) 4=1 11 /Mechanical, 5=1 9 1 /Mechanical, 2=1 068/0-11-5
Max Harz 2=348(LC 24)
Max Uplift 4=-1 27(LC 8), 5=-361 (LC 5), 2=-1 263(LC 8)
Max Grav 4=1 11 (LC 1), 5=221 (LC 28), 2=1068(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-445/423
BOTCHORD 2-7=-449/287, 6-7=-449/287
WEBS 3-6=-376/589
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins.
BOT CHORD 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=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOLL1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anly 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 Gt=lb)
4=127,5=36112=1263.
6) "NAILED" indicates 3-1 Od (0.1 48"x3") or 2-12d (0.1 48"x3.25") toe -nails per NOS guidlinels.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentraied load(s) 49 lb down and 101 lb up at
-2-1-7 on top chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-70, 5-8=-20
Concentrated Loads (lb)
Vert: 1=-36 7=-51(F=-15, B=-35) 3=-57(F=-13, B=-44) 13=44(F) 14=-276(F=-1381 B=-138) 15=34(F=38, B=-4)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MIDEKREFERANCE PAG E 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
c truss system. Before use, the building designer must verify the applicability of design parameters and i3roperly 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, seeANSLMIJ Quality CrIlluda, D3111-89 and BCSI Bulding Componant
6904 Parke East Blvd.
SafolyInformationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Tru s
Truss Type
City
Ply
ACQUAVISTA
T15560614
75575
L
Roof Special
2
�
i
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:28 2018 Page 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-5XQB9gKCcG1 cSD4CiWQ4Znpo27uMgNg\�-KRUzMyJz7D
-6-0 6-2-8 9-6-0 14-4-0
—11-6.,) 6-2-8 3-3-8 4-10-0
Scale 1:27.6
4x4
4
2X3
5-00 F1_2
13
14
4xl 0 =
53x6 —
12
7
6
3x8
3x4 11
3x5
9-6-0
14-4-0
9-6-0
4-10-0
Plate Offsets (X,Y)--
[2:0-0-2,Edgel, [5:Edge,0-0-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.39
Vert(LL)
-0.13
7-11
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.41
Vert(CT)
-0.30
7-11
>560
240
BCLL 0.0
Rep Stress Incr YES
WB 0.43
Horz(CT)
-0.02
12
n/a
n/a
BCDL 10.0
Code FBC2017[TP12014
Matdx-MS
Wind(U-)
0.11
7-11
>999
240
Weight: 70 lb
FT 20%
LIUMBER-
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 2=749/0-8-0,12=607/0-3-8
Max Harz 2=280(LC 12)
Max Uplift 2=-735(LC 12),12=-528(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1048/1107, 3-4=-723/746, 4-5=-698f,715
BOTCHORD 2-7=-1188/1000
WEBS 3-7=-527[770,+7=-224/304, 5-7=-488/505, 5-12=-673/698
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 6-6-5 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; TC DL=4.2psf; BCDLj3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 4-11-13� Interion(l) 4-11-13 to 9-6-0, Exterior(2) 9-6-0
to 13-10-12 zone;C-C for members and forces & MWIFFIS for reactions shown; Lumber DOL=11.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a�y 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) 12 considers parallel to grain value using ANSVTPl 1 angle to grain formula. Building designer should verify
capacity of bearing surface. 1
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=735,12=528.
Walter P. Finn, PE No.22839
MiTek USA, ]he. FL Carl 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
November 12,2018
WARNING - Verify design parameters and READ NOTES ON THIS A ND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103120 IS BEFORE USE.
Design valid for use only with MITek9 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 member§ only. Additional temporary and permanent bracing
MiTbak'
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. seeANStMI1 Qual" CrIleft,
DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22114.1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA
T15560615
75575
Hip
I
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:29 2018 Page 1
ID:aNkrWfLwRD)CrOZhc4Bay—yKyKq-Zi—ZMOLqNa9T4NfOGDxK6_M7JWEvPrseD—B1 WpyJz7C
-'1-6*0 5-8-12 9-0-0 000 1 14-4-0
.B.0 5-6-12 !
3-3-4 4-4-0
44. = 45 =
0
L
5-oo 5-2 2x3 WO
3 6 3x6
15
x1'
>6 3,
E40
2
it C>< I
U5:�� 9 B3x4 7
3x4 3x4 11
3x5
Plate
LOADING (pst)
SIP ACING-
2-0-0
CSI.
DEFL.
1
in
(loc)
I/d6f]
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.39
Verl(LL)
-0,13
9-13
>999
360
TCDL 1 5.0
Lumber DOL
1 1 25
BC 0.39
Vert(CT)
-0.29
9-13
>592
240
BCLL 0.
Rep Stress Incr
YES
WB 0.37
Horz(CT)
-0.62
14
n/a
n/a
BCDL 10.
Code FBC2017/TPI2014
Matdx-MS
Wind(LL)
0.14
9-13
>999
240
LIUMEIER-
TOPCHORD
2X4 SP M 30
BOTCHORD
2x4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS.
(lb/size) 2=749/0-8-0,14=607/0-3-8
Max Horz 2=280(LC 12)
Max Uplift 2=-735(LC 12),14=-528(LC 12)
Max Grav 2=751 (LC 17), 14=607(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
TOPCHORD 2-3=-1 084/1232, 3-4---71 W774, 4-5=-6591777, 5-6=-l695f767
BOTCHORD 2-9=-1 323/1043, 8-9=-632/585
WEBS 3-9=-565/841, 4-9=-284/343, &B=-590/546, 6-14=-665/708
Scale = 1:27.5
14
PLATES GRIP
MT20 244/190
Weight: 74 lb FT = 20%
IBRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-2-2 oc bracing.
NOTES -
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCIDL=4.2psf; BCDLL3.0psf; h=33ft; B=53ft; L=65ft; eave=7ff, Cat.
11; Exp D; Encl., GCpi=0.18; MWIFFIS (directional) and C-C Exterior(2) -1-6-0 to 4-11-10, Interior(l) 4-11-13 to 9-0-0, Exterior(2) 9-0-0
to 10-0-0 zone;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 clesigne I d 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) Bearing at joint(s) 14 considers parallel to grain value using ANSIITIPI 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 at=lb)
2=735,14--528.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
14
November 12,2018
,& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. IW03)2015 BEFORE USE.
.
Design valid for use only.with MITek@ connectors. This design Is based only upon parameters shown, pnd 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 domage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Quall CrIllada. DSB-89 and SCSI Bulding Component
HY1
6904 Parke East Blvd.
Scifetylnfaffnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 4.
Tampa, FIL 33610
Job
Tru s
Truss Type
Qty
Ply
AC QUAVISTA
T15560616
75575
L2
Hip
Job Reference (optional)
L,namoers i russ, inc., rorl rierce, M
2
3x4 =
5. 0 0 F1 _2
7-0-0
14
0. 1 JU S Mar I I 4U 10 Ml I UKH 1UU5LF1U5, H W. IVIU11 INUV 14 WV;0!2;0U 4U 10 r dye I
ID:aNkrWfLwRD)CrOZhc4Bay—yKyKq-lwYxaMMS8tHKhXEaqxTZfCu5RwaW8JxoRewa2FyJz7B
12-0-0 4�1-1
5-0-0 L2 .0
4x10 =
8
2X3
4x5
4
7
3XB
4xB
5 3x6
6
3X4 11
Scale = 1:27.2
I?
c?
CU
13
0
7-0-0
5-0-0
Plate Offsets (X,Y)--
[2:0-1-10,Edqel,[3:0-6-8,0-2-01,[5:0-1-8,0-0-121
LOADING (ps�
SPACING- 2-0-0
CS1
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LLY
-0.06
B-12
>999
360,
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.43
Vert(CT)
-0.15
8-12
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.32
Horz(CT)
-0.01
13
n/a
n/a
BCDL 10.0
Code FBC2017rrPI2014
Matdx-MS
Wind(LL)
0.16
8-12
>999
240
Weight: 71 lb FT = 20%
LUMBER -
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 2=749/0-8-0,13=607/0-3-8
Max Horz 2=280(LC 12)
Max Uplift 2=-735(LC 12),13=-528(LC 12)
Max Grav 2=756(LC 17),13=607(LC 1)
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-991/1093, 3-4=-4621594, 4-5=-483/581
BOTCHORD 2-8=-1 100/892, 7-8=-1 104/902
WEBS 3-8=-73/289, 3-7=-559002, 5-7=-587/492, 5-13=-6341743
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 6-1 -0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; TC DL=4.2psf; BCDLi3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 4-11-13, Interior(l) 4-11-13 to 7-0-0, Exterlor(2) 74-0
to 12-0-0 zone;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 area� 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) 13 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 withstanLg 100 lb uplift at joint(s) except Ot=lb)
2=735,13=528.
Walter P. Finn PE No.22839
MiTelk USA, Inc. FL Carl 68NI
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
,& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGIE M11-7473 re. 10/0=015 BEFORE USE.
I
Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, ari d Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters andiproperly Incorporate this design Into the ove".1i
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. AddIllonal temporary and permanent bracing
M!Tek'
Is always required for stability and to prevent collapse with possible personal Injury and property damd ge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPIJ QualftV Crfforla, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
SafatV Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223111.
Tampa, FL 33610
Job
Truss
Truss Type
Cty
Ply
AC QUAVISTA
. T15560617
�
75575
L3
Hip
1
1
Job Reference (optional)
unamners I russ, Inc., i--ort merce, I- -I_ tm ju s mar I I ZU1 t3 mi I eK Inausines, Inc. Mon NOV I Z IJIJ:UV:�JU ZU1 It$ t-age i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-1 wYxaMMSBtHKhXEaqxTZfCu5W.wa78HKoRewa2FyJz7B
'5-0-0 9.6.0 14-0-0 16-4-P
T-,. 0
.6—') 1 5-0-0 4-6-0 4-6-0
5.00 r12
2
3x4
5-0-0
5-0-0
6xB =
73x4 =
3X4
4
LOADING (psf)
SPACING-
2-0
CSI
DEFL.
in
(loc)
I/def]
Ud
TCLL
20.0
Plate Grip DOL
.�O
1 5
TC 0.58
Veri(LL)
-0.13
6-7
>999
360
TCDL
15 -0
Lumber DOL
1.25
BC 0.39
Verl(CT)
-0.26
6-7
>646
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.42
Horz(CT)
-0.02
12
n1a
n/a
BCDL
10.0
Code FBC2017[rPI2014
Matrix -MS
Wind(LL)
0.06
7-11
>999
240
LIUMEIER-
TOP CHORD
2X4 SP M 30 *Except*
3-5: 2x6 SP No.2
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTION& (lb/size) 2=750/0-8-0,12=606/0-3-0
Max Harz 2=269(LC 12)
Max Uplift 2=-737(LC 12),12=-525(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1 181/1270, 3-4=-1 108/1277, 6-8=-520/459, 5-8=-520/459
BOT CHORD 2-7=-1 273/1097, 6-7=-1 310/965
WEBS 4-6=-895/1288, 5-12=-6211774
NOTES-
1) U , nbalanced 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
11; Exp D; Encl., GCpi�0.118; MWFFIS (directional) and C-C Exterior(2) zone;C-C for ml
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
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all arel
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstal
2=737,12=525.
Scale = 1:27.2
3x6
5 6xB
co 7
ch 19
12
6
3x8
PLATES GRIP
MT20 244/190
Weight: 74 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 6-4-9 oc bracing.
; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
and forces & MWFRS for reactions
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
Building designer should verify
100 lb uplift at joint(s) except at=lb)
Walter P. Finn PE No'.22839
MlTek USA, Inc. FL Cart 6634,
6904 Parke East Blvd. Tampa FL 3 3610
Date:
November 12,2018
,& WARNING- Vertry desIgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml,,7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MIT91<0 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
buildingdosign. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permonentbrocing
M!Tek*
Is always required for stability and to prevent collapse with possible personal Injury and property do�'cge For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPIJ Qual 2 1. DSB-69 and BCS1 Building Component
I Cgd.
Safety Informatlanarvalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Adexandria, VA22 4.
6904 Parke East Blvd.
Tampa, I'L 33610
Job
Truss
Truss Type I
Qty
Ply
ACQUAVISTA
i
T1 5560618
75575
M
Monopitch
12
1
.
Job Reference (optional)
unamoers i russ, inc., r-on merce, r-L.
1-6-0
3
2
3x4 =
7-8-6
13
0" "" 5 "lut 1 1 " 1 o Ivil I er' 11 luutill lt!h, 111. 1viul 1 11uv 1 4 uu;Z0 1 4v 1 0 rdyu I
ID:aNkrWfLWRDXTOZhc4Bay—yKyKq-V66JniM4vBPBJhon0e-oBPRHAKxutb5kglgBahyJz7A
14-4-0
4x6
5
5.005-2
3x4 55�
4 -
M =
x6
12
2S
7 6
2X3 11 3X4
Scale = 1:36.4
Plate Offsets (X,Y)-- [2:0-2-0,Edgel, [3:0-3-0,Edgel
I
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL) -0.07
7-11 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.35
Vert(CT) -0.18
7-11 >950 240
BCLL 0.0
Rep Stress Incr YES
W13 0.97
Horz(CT) -0.02
12 n/a n/a
BCDL 10.0
Code FBC2017rrP]2014
Matrix -MS
Wind(LL) 0.16
7711 >999 240
Weight: 77 lb FT = 20%
LIUMEIER-
BRACING-
TOPCHORD 2x4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 6-10-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=749/0-8-0,12=607/0-3-8
Max Harz 2=615(LC 12)
Max Uplift 2=-640(LC 12),12=-622(LC 12)
Max Grav 2=776(LC 17), 12=681 (LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-4=-1001/587, 6-8=-434/527, 5-8=-434/527
BOTCHORD 2.-7=-926/984, 6-7=-926/984 -
WEBS 4-7=-21/328, 4-6=-1 052/996, 5-12=-708/640
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD1.
11; Exp D; Encl., GCpi=O. 18; MWFRS (directional) and C-C Extedor(2) -1-6-0 to 4-11 -1
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DC
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all are
will fit between the bottom chord and any other members.
4) Bearing at joint(s) 12 considers parallel to grain value using ANSVTP1 1 angle to grain
capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta
2=640,12=622.
I.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
Interior(l) 4-11-13 to 13-10-12 zone;C-C for
:1.60
y other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
Tnula. Building designer should verify
ng 100 lb uplift at joint(s) except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cori 6634
6904 Parke East Blvd. Tampa FL 33610
Date: November 12,2018
WARNING - Verify design parameters and RE41? NOTES ON THIS AND INCLUDED MITEK REFERANCE P I AGE MIP7473 rev. la/=015 BEFORE USE.
Design valid for use only with IVITek@ 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 arid 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 dar�, age. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quail
2T, Citteria, DSB-89 and BCSI Bullding Component
Safety triformationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandria, VA 22 14.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
AC QUAVISTA
T15560619
�
75575
M11
Half Hip
1
1
Job Reference (optional)
uriamners I russ, Inc.,
�-ort merce, FIL d.13u s mar i i xuit3 mt I eK inausines, Inc. man r4ov iz uv:dd:;jz Zulu rage i
ID:aNkrWfLwRDXTOZhc4Bay—yKy�q-zlgi?2NigVX2xqNzxMVlkd—RBkFec9T5vyPh78yJz79
7-8-4 12-4-0 1 1,
- —1-01 4_4-00
7-8-4 4-7-12
Scale = 1:36.7
2
3X4 =
5-oo 5_2 6x8
3
15
14
2X3 11
3x6
4X4 5x8
4 5
7 6
3x8 3X4 11
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
TCLL
20.0
Plate Grip DOL
1.25
TC 0.57
Vert(LL)
-0.07
B-12
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
-0.18
8-12
>922
240
BCLL
0.0
Rep Stress Incr
YES
WEI 0.57
Horz(CT)
-0.01
13
n/a
n1a
BCDL
10.0
Code FBC2017fTP12014
Matrix -MS
Wind(LL)
0.17
B-12
>999
240
LIUMBER-
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 2=749/0-8-0,13=607/0-3-8
Max Harz 2=556(LC 12) -
Max Uplift 2=-663(LC 12),13=-599(LC 12)
Max Gram 2=779(LC 17),13=654(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-998/831, 3-4=-286/199, 4-5=-204/257
BOTCHORD 2-8=-1210/967, 7-8=-1210/967
WEBS 3-8=-531307, 3-7=-919/1144, 5-7=-765/602, 5-13---682/844
NOTES-
1) Wind: ASCE 7-10; Vult=170Mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL
11; Exp D; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 4-11 -1
12-4-0 to 13-10-12 zone;C-C for members and forces & MWFRS for reactions shown;
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
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all are;
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 13 considers parallel to grain value using ANSIITPI 1 angle to grain
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstal
2=663,13=599.
13
PLATES GRIP
MT20 244/190
Weight: 88 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 5-10-15 oc bracing-
I.Opsf; h=33ft; B=53ft; L--�65ft; eave=7ft; Cat.
Interior(l) 4-11-13 to 12-4-0, Exterior(2)
imber DOL=1.60 plate grip DOL=11.60
iy other live loads. I
where a rectangle 3-6-0 tall by 2-0-0 wide
Building designer should verify
100 lb uplift at joint(s) except Ot=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634.
6904 Pirko East Blvd. Tampa FL 33610
Date:
November 12,2018
,& WARNING - Verify design parametesandREAD NOTES ON THISAND INCLUDED MITEKREFERANCEPA I GE 11111-7473 rev. 10/03)20 15 BEFORE USE.
Design valid for use only with M[Tek@ connectors. This design Is based only upon parameters shown, an!, d Ii 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 memb6rs only. Additional temporary and permanent bracing
MiTak'
is always required for stability and to prevent collapse with possible personal Injury and property dam6ge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFP17 Quality Crillaft, DSB49 and BCSI Building Component
6904 Parke East Blvd.
Safety [nformoffonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
1
Tampa, FL 33610
. .
Job
Tru s
Truss Type
Qty
Ply
ACQUAVISTA
T15560620
75575
M2
Half Hip
1
Job Reference (optional)
Gharribers I russ, Inc., i-ort Pierce, i-L tm;ju a mar I I ZU16 rill I eK inausines, Inc. man NOV 1Z UU:JU:JZ ZVItJ Page i
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-z!gi?2NigVX2xqNzxMVI kd—QVkEJcBt5vyPh78yJz79
-1-6-0 7-8-5 1 0'dL 14-4-0
1.6_0 1 1 �;O
7-8-5 2-7 1 4-0-0
14
1 '::�4
3X5 =
5. 0 0 F1 2-
7-8-5
15
3x6 Scale = 1:31.1
4x4 5x8
4 5
6x8
3
8 7 6
2X3 3xB 3x4
LOADING (pso
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defi
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.62
Vert(LL)
-0.07
B-12
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.47
Vert(CT)
-0.18
B-12
>930
240
BC
Rep Stress Incr
YES
WB 0.42
Horz(CT)
-0.01
13
n/a
n/a
BC
Code FBC2017fTP12014
Malrix-MS
Wind(LL)
0.18
B-12
>938
240
LIUMBER-
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 2=749/0-8-0,13=607/0-3-8
Max Horz 2=480(LC 12)
Max Uplift 2=-689(LC 12),13=-574(LC 12)
Max G rav 2=777(LC 17), 13=623(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-996/939, 3-4=-516/579, 4-5=-430/527
BOTCHORD 2-8=-1 207/951, 7-8=-1 207/951
WEBS 3-8=-1 121299, 3-7=-804/1048, 5-7=-742/601, 5-13=-653/771
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (37second gust) Vasd=132mph; TCDL=4.2psf; BCDL
11; Exp, D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterion(2) -1-6-0 to 4-11-1
10-4-0 to 13-10-12 zone;C-C for members and forces & MWFRS for reactions shown;
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
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all arei
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 13 considers parallel to grain value using ANSIITPI I angle to grain
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss. to bearing plate capable of withstal
2=689,13=574.
13
PLATES GRIP
MT20 244/190
Weight: 82 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-070 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 5-8-2 oc bracing.
I.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
Interion(l) 4-11-13 to 10-4-0, Exterior(2)
imber DOL=1.60 plate grip DOL=1.60
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
Building designer should verify
100 lb uplift at joint(s) except Ot=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
November 12,2018
'A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 10/=015 BEFORE USE.
Design valld for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
MF
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 dambge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quallty6tterla. DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231�1. : . :
I Tampa, FL 33610
job
Tru s
Truss Type
Oily
Ply
ACQUAVISTA
T15560621
75575
MV2
Valley
2
Job Reference (optional)
L;r1ambers truss, Inc., l--ort Vierce, l-L
1
3x4 ��
0. IOU 5 Mar I I eU 10 IVII I eK 111LIUSETIL5, H ILL IVIUI I IMUV 14 UUmOV.00 4U I a rdYu I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-F�VE4COOLRogvl�-y9V30GGqWjN8hSLkgEBc9EfayJz78
2-0-0
1 2-0-0
5.00 F1_2
2
3
Scale = 1:6.9
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.10
Vert(LL) n1a 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 Incir YES
WB 0.00
Horz(CT) -0.00 2 n/a n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix-P
Weight: 5 lb FT = 20%
LIUMBER-
TOPCHORD 2x4 SP No.3
BOTCHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=57/2-0-0, �=44/2-0-0, 3=13/2-0-0
Max Harz 1=48(LC 12) _
Max Uplift 1=-39(LC 12), 2=-63(LC 12)
Max G rev I =60(LC 17), 2=51 (LC 17), 3=25(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
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C form,
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
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all are
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain f,
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withsta
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
:; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
and forces & MWFRS for reactions'
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
nula. Building designer should verify
ng 100 lb uplift at joint(s) 1, 2.
Walter P. Finn PE No.22839
MiTek USA, litc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610'
Data:
November 12,2018
WARNING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 10103V2015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown akd Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters �na 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 dambge. For general guidance regarding the .
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSLITPII Qual Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Infounationovc1lable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2 2110.
Tampa, FL 33610
Job
Tru s
Truss Type
Qty
Ply
ACQUAVIII TA
T15560622
MV4
Valley
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL 8.130 si Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:34 2018 Page 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-vhoSQkPzC6omABXM3mXvp231?X?84BvNMGuoBOyJz77
4-0-0
4-o-o
scale = 1:11.1
3x4 11
5.00 FIT "_!�
3x4 ��
3X4 11
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.19
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/TP12014
Matdx-P
Weight: 13 lb FT = 20%
LUIMIBER-
TOP CHORD
2x4 SP No.3
BOTCHORD
2x4 SP No.3
WEBS
2x4 SP No.3
REACTIONS.
(lb/size) 1=141/4-0-0,3=141/4-0-0
Max Horz 1 =1 19(LC 12)
Max Uplift 1=-96(LC 12), 3=-145(LC 12)
Max Grav 1 =1 48(LC 17), 3=1 58(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-158/294
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL='
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for merr
shown; Lumber DOL=11.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearring.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a[
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand
3=1 45.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
bers and forces & MWFRS for reactions
other live loads.
iere a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) 1 except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert GGX
6904 Parke East Blvd. Tampa FL 33810
Data:
November 12,2018
,& I&AnNtfir - Verify design parameters and READ NOTES ON THIS AND INCLUDED miTEK REFERANCE PAGE 1 11,111-7473 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 no
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the ovei!ail
building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members drily. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property domagel For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Quality Crffoda, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. J
Tampa, FL 33610
Job
Truss
Truss Type I
Qty
Ply -1
ACQUAVISTA
i
T15560623
75575
MV6
Valley
1
�
.
I
Job Reference (optional)
L;namDers I russ, Inc., t-ort t-ierce, I-L
mtou5 rviar i i euic rvuiuK inuutariub, mu. iviuji imuv ie uv;aw;0% 4uio rayu I
I ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-vhoSQkPzC6omABXM3mxvp23pUXOJ498NMGuoBOyJz77
6-0-0
1 6-0-0
2
10
5.00 F1 _2
3X4 11
3
4
3X4 -5- 2X3 11 3x4 11
Scale = 1: 15.7
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/def] Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.39
Veri n/a n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.12
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
W13 0.18
Horz(CT) 0.00 n/a n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix-P
Weight: 21 lb FT = 20%
LIUMBER-
TOP CHORD
2x4 SP No.3
BOT CHORD
2x4 SP No.3
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 1=69/6-0-0,4=10216-0-0,5=291/6-0-0
Max Horz 1 =1 95(LC 12)
Max Uplift 4---105(LC 12), 5=-300(LC 12)
Max G rav 1 =69(LC 1), 4--114(LC 17), 5=326(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-325/134
WEBS 2-5=-321/595
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL�
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) zone;C-C for mal
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 E
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all area,
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstan�,
4=105,5=300. 1
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0. oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
:; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
and forces & MWFRS for reactions
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
Ing 100 lb uplift at joint(s) except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cori 6634
69D4 Parke East Blvd. Tampa Fl. 33610
Date:
November 12,2018
WARNING- Verify design parameters and REW NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111114473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek9 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 verlfy 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 dam6ge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP]l Quality CrIteda. DSB-69 and BCSI BuNdIng Camponent
6904 Parke East Blvd.
Safety [riformatioravallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
ACQ UAVISTA
� T15560624
75575
N
Half Hip
1
1
�
Job Refen
Chambers Truss, Inc., Fort Pierce, FL los Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:35 2018 Page 1
8'1'
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-OtLqd3PbzQwdol6YdU2kMFbwDx[XpS)o(bweLjSyJz76
7-8-6 13-0-0 14-4-0
11.-6.-I'l 7-8-6 5-3-10 1-4-0
14
3x4 =
5.00F12 6x8
15
2X3 11
3x6
4x4 = 6XB
4 5
7 6
6X8 =5X6
LOADING (psf)
SPACING-
2�O
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
.�O
5
TC 0.65
Verl
-0.07
8-12
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
-0.18
8-12
>957
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.78
Horz(CT)
0.00
2
n/a ,
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.16
B-12
>999
240
LIUMBER-
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 2=749/0-8-0,13=607/0-3-8
Max Harz 2=582(LC 12)
Max Uplift 2=-654(LC 12),13=-609(LC 12)
Max Grav 2=778(LC 17),13=665(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1014/805, 6-9=-622/461, 5-9=-622/461
BOTCHORD 2-8=-1 219/988, 7-8=-1 219/988
WEBS 3-8=-90/343, 3-7=-1041/1277,5-13=-693/870
Scale = 1:39.8
13 14
PLATES GRIP
MT20 244/190
Weight: 82 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 5-11-13 oc bracing.
NOTIES-
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; BCDL40psf; h=33ft; B=53ft; L=65ft; eave=7ff,.Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterion(2) -1-6-0 to 4-11-13, Interion(l) 4-11-13 to 13-0-0, Exterior(2)
13-0-0 to 13-10-12 zone;C-C for members and forces & MWFRS for reactions shown; 111 umber 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. I
6) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TP I I a, ivia to vial, i lormula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstan 01ing 100 lb uplift at joint(s) except at=lb)
2=654,13=609.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
November 12,2018
A WARNING -Vefify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCEPA I GE M11-7473 rev. I(IM2015 BEFORE USE.
Design valid for use only with Mfrek@ 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 domdge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTFI1 Quality Cifferla, DSB49 and BCSI Building Component
6904 Parke East Blvd.
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314..
Tampa, FL 33610
Job
Tru s
Truss Type
City
Ply
ACQUAVISTA
T15560625
75575
0
Half Hip
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Nov 12 09:39:36 2018 Page I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-s3vCqPQDkj2UPShkABazuS86hLcZY?FgqaNvGvyJz75
7-8-4 14-4-0
-60 7-8-4 1 lioio 3-4-0
11--6--0
3x6 Scale = 1:32.3
4i4 5x8
14
2!
5.00 5-2
15
6x8 ��
3X5 = 1 2X3 11 3x8 = 3X4 11
7-8-4 14-4-0
7-8-4 3-4-0
Plate Off.;t. (X,Y)-- [2:0-1-2,Edgel, [5:0-1-8,0-3-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/cleff Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL) -0.07 8-12 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.45
Vert(CT) -0.18 8-12 >923 240
BCLL 0.0
Rep Stress Incr YES
WB 0.39
Horz(CT) -0.61 13 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MS
Wind(LL) 0.18 8-1 � >959 240
Weight: 83 lb FT = 20%
LIUMBER-
TOPCHORD
2X4 SP M 30
BOTCHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS.
(lb/size) 2=749/0-8-0,13=607/0-3-8
Max Harz 2=505(LC 12)
Max Uplift 2=-681 (LC 12), 13=-582(LC 12)
Max Grav 2=778(LC 17), 13=633(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-997/908, 3-4---433/448, 4-5=-353/438
BOTCHORD 2-8=-1214/956, 7-8=-12141956
WEBS 3-8=-89/300, 3-7=-828/1063, 5-7=-735/588, 5-13=-662[795
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 5-8-12 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=3.opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=O.l 8; MWFFIS (directional) and C-C Exterior(2) -1-6-0 to 4-11-13, In'terior(l) 4-11-13 to 11 -0-0, Exterior(2)
11-0-0 to 13-10-12 zone;C-C for members and forces & MWFRS for reactions shown; LiAber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water poncling.
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) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPl 1 angle to grain forniula. Building designer should verify
capacity of bearing surface. I
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding' 100 lb uplift at joint(s) except at=lb)
2=681,13=582.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MT`EK REFERANCE PAGE M, "w7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTel<0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, no
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the ovqi�cil
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. JFor general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVJPII Quality Criteria. DS13-69 and BCSI Building Component
6904 Parke East Blvd.
Safety Infarmatlanovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 1
Tampa, Fl- 33610
Job
Truss
Truss Type
Cty
Ply
ACQUAVISTA
T15560626
75575
P
Half Hip
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
5.00 F-2 2X3
3
13
3X5 —
�8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:37 2018 Page 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-KGTb2lRrUlAL1 cGxkv5CRghL—I—uHQtq2E7SoLyJz74
9-0-0 1 14-4-0
5-4-0
4x5 = 5x8
4 53x6
3Xs =
3X4 11
Scale = 1:28.7
7
12
1 9-0-0 1 5-4-0
Plate Offsets (X,Y)-- [2:0-0-6,Edgel, [5:0-1-8,0-3-01 1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.38 Vert(LL) -0.11 7-11 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.26 7-11 >662 240
BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) -0.02 12 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 M Wind(LL) 0.11 7-11 - >999 240 Weight: 75 lb FT = 20%
LIUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOPCHDRD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOTCHDRID Rigid ceiling directly applied or 6-0-5 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=749/0-8-0,12=607/0-3-8
Max Horz 2=429(LC 12)
Max Uplift 2=-703(LC 12),12=-559(LC 12)
Max Gram 2=773(LC 17),12=607(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 06611146, 3-4=-698/719, 4-5=-634/726
BOTCHORD 2-7=-1386/1062
WEBS 3-7=-513/787, 5-7=-823/723, &1 2=-6371725
NOTES-
1) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=1 32mph; TCDL=4.2psf; BCDL= 3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-6-0 to 4-11-13, Interion(l) 4-11-13 to 9-0-0, Exterior(2) 9-0-0
to 13-10-12 zone;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. 1
5) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. I
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=703,12=559.
Walter P. Finn PIE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103)201S BEFORE USE.
Design valid for use only with MITe1k@ connectors, This design Is based only upon parameters shown, an8 Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and Oroperly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord memberi 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
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Quality Criteria, DSO-89 and BCSI Building Component
6904 Parike East Blvd.
Sall"Ily Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1
Tampa, Fl- 33610
IL
Job
Truss
Truss Type
Qty
Ply
ACQUAVII TA
T15560627
75575
R.
Half Hip
Job Reference (optional) -
unambers I russ, Inc., i--ort vierce, I-L
1-6 0
5.00F1-2
2
3X4 =
13
48
8.1au s mar 11 2olu mi I eK Industries, Inc. man NOV 12 U!J:3!J:37 2Q18 I'age I
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-KGTb2lRrUlALlcGxkv5CRghHflzlHTiq2E7SoLyJz74
11-1-4 15-6-0
3)C4
4
LOADING (pso
SPACING-
270-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
-0.08
6-7
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.42
Vert(CT)
-0.16
6-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.38
Hor7.(CT)
-0.02
12
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(U-)
0.17
7-11
>999
240
LUMBER -
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP.No.3
REACTIONS. (lb/size) 2=801/0-8-0,12=660/0-3-8
Max Horz 2=353(LC 12)
Max Uplift 2=-768(LC 12),12=-585(LC 12)
Max Grav 2=813(LC 17),12=660(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD. 2-3=-1129/1068,3-4=-1023/1117,6-8=-578/534,5-8=-578/534
BOT CHORD 2-7=-1 127/1023, 6-7=-903/723
WEBS 4-7=-370/374, 4-6"--789/1015,5-12=-665[784
Scale = 1:29.2
3x6
5 6xB
12
16
6
4x5
PLATES GRIP
MT20 244/190
Weight: 74 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 6-0-5 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; TC DL=4.2psf; BCDLj3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 4-11--13j Interior(l) 4-11-13 to 7-0-0, Exterior(2) 7-0-0
to 15-0-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber [J,OL=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 areaEl where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 1
6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI I angle to grain fo I rmula. Building designer should verify
capacity of bearing surface. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=768,12=585.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MIrEKREFERANCEPA GIEMIP7473rev. IWO12015BEFORE USE.
Design valid for use only with Mffek@ connectors. This design Is based only upon parameters sh . own, an� Is for an Individual building component not
a truss system. Before use, the building designer must verity the applicability of design parameters andproperly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addifional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damobe. For general guidance regarding the
fabrIcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPlI Quallty Cittedo, DSB-89 and BCS1 BuNdIng Component
6904 Parke East Blvd.
Safaty Informatlomvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandric', VA 22314,1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CQU TA
T15560628
75575
SFBB01
UnKnDwn
1
1
�
Job RefeViSnce (optional)
uriamners I russ, Inc., t-ort Pierce, l-L
0
2
8.i3u s mar 11 2uiB mi ieK Industries, Inc. MonNovlZU9:39:382018 Paget
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-oSI zF5STFL]Bflr7iccRzIDbd9PI O—vzHus?KnyJz73
6-2_0
6-2-0
Scale = 1:12.3
3 NAILED
4
1P
C?
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.06
Vert(LL) -0.00 1-2 >999 360
TCDL 15.0
Lumber DOL 1.25
BC 0.00
Vert(CT) -0.01 1-2 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT) 0.00 n/a n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MP
Wind(LL) 0.01 1-2 >999 240
Weight: 4 lb FT = 20%
LIUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD Structural wood sheathing directly applied or 6-2-0 oc pudins.
BOTCHORD Rigid ceiling directly applied Or 10-0-0 oc bracing.
REACTIONS. All bearings 0-3-8.
(lb)- MaxUplift All uplift 100 Ild or less atjoint(s) 1, 4 except 2=-178(LC 8), 3= 135(LC 8)
MaxGrav All reactions 250 lb or less atjoint(s) 1, 4, 2, 3
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vultz�170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=11.60 plate grip DOL=1
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 1
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all area
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstan
2=1 78, 3=1 35.
6) "NAILED" indicates 3-1 Od (0.1 48"x3") or 3-12d (0.1 48"x3.25") toe -nails per NDS guldlir
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-70
Concentrated Loads (lb)
Vert: 2=-9(B) 3=-47(B)
h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
ing 100 lb uplift at joint(s) 1, 4 except at=lb)
or back (6).
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6614:
6904 Pak East Blvd. Tampa FIL 33810
DaW
November 12,2018
,&WARNING -Verify design parameters and READ NorEs ON rHIS AND iNcLuDED mrrEK REFERANCE PAGE 11111-7473 mv. 101012015 BEFORE USE.
Design valid for use only with Mffek@ 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
M!Tek'
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, seeANSIMIJ Qualtly, CrIterla, DS111.89 and BCSI BuldIng Component
6904 Parke East Blvd.
Safety Infounationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223141
Tampa, FL 33610
Job
Tru s
Truss Type
Qty
Ply
ACQUAVISTA
T15560629
75575
V4
Valley
1
Job
Chambers I russ, Inc., i-ort Vierce, F-L
3X4 5:�
5-oo F_2
s iviar 11 4U10 W11 1eK InUU5111US, 111U. IVIU11 NUV j4 uumazpaq i 4MO rdyu j
ID:aNkrWfLwRD' )C'r"OjZuhc4Bay—yKyKq-Cli5u7UMYGgmWDZizl9BbWr4FMObDLePzs5gx6yJz7O
4-0-0
2-0-0
3x6 =
3X4 --
Scale = 1:7.5
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.17
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 014
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 FBC2017/TP12014
Matrix-P
Weight: 10 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOTCHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=114/4-0-0,3=114/4-0-0
Max Horz 1 =-28(LC 10)
Max Uplift 1 =-98(LC 12), 3=-98(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1 56/265, 2-3=-1 56/265
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=3.Opsf; h=33ft; 13=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS 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 �here a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and a.ny other members. 1
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi Ing 98 lb uplift at joint 1 and 98 lb uplift at
joint 3.
Walter P. Finn PE No.22839
Mi rek USA, Inc. Fl. Cert 6634.
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEIMII.7473 rev. 1MV2015BEFORE 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 verlty the applicability of design parameters and pr6perly 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
MiTdk'
Is always required for stability and to prevent collapse with possible personal Injury and property dcmage� For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrpll Quality Cdtoria, DS13-89 and BCSI Buldtng Component
6904 Parke East Blvd.
Safety Inforynationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
a I
Job
Truss
Truss Type
City
Ply
ACQUAVISTA
T15560630
75575
VB
Valley
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 MiTelk Industries, Inc. Mon Nov 12 09:39:42 2018 Page 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-hDHU5TV — JZod7N8uXSgN8jO7dmk7yn?ZCWqDTYyJz7?
4-0-0 8-0-0 1
Scale = 1:14.6
3X4 2x3 III 3X4
LOADING (pso
SPACING-
2-0-0
CS1.
I
DEFL.
in (loc)
Vdefl
Lid
PLATES GRIP
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.70
Vert(LL)
n/a
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.18
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.12
Horz(CT)
0.00 3
n/a
n1a,
BCDL 10.0
Code FBC2017fTP]2014
Matrix-P
I
Weight: 24 lb FT = 20%
LUIMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD P_x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 I
REACTIONS. (lb/size) 1=14618-0-0,3=146/8-0-0,4=297/8-0-0
Max Horz 1 =-72(LC 10)
Max Uplift 1=-147(LC 12), 3=-147(LC 12), 4=-209(LC 12)
Max Grav 1=147(LC 17), 3=156(LC 18), 4--2911)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4---248/409
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult= ' 170mp� (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=o.l 8; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWIFFIS for reactions
shown; Lumber DOL=1.60 plate grip DOL=11.60
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 ai'id any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1147 lb uplift at joint 1, 147 lb uplift at
joint 3 and 209 lb uplift at joint 4.
Walter P. Finn PE No.22839
MiTak USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 12,2018
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 MiTek0 connecfors. This design Is based only upon parameters shown, and Is foran 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,1 Additional temporary and permanent bracing
MiTdk'
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, seeANSVTP11 Quality Cifferia,11I)SIII-89 and BCS1 aluldling Component
6904 Parke East Blvd.
Safety trifoonatIonovailable from Truss Plate InstItute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
ACQUAVISTA
T15560631
75575
V12
Valley
1
Job Reference (optional)
unamuers i russ, inc., r-on merce, r-L
5.00 F1-2
0
3X4 ��
b.iuu s mar i i zuib mi I eK Industries, Inc. Mon NOV 12 09:39:39 2018 Page 1
ID:aNkrWfLwRDXrOZhc4Bay—yKyKq-GebLTRT6OeQ2GvQJsK7gW5mhiYd)dPG6WYcZsEyJz72
1 12-0-0
6-0-0 1
Scale = 1: 18.9
5x6
2
4
11
12-0-0
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
Vert(LL)
n1a.
We
999
TCDL 15.0
Lumber DOL
1.25
BC 0.47
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.19
Horz(CT)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix-S
LIUMBER-
TOP CHORD 2X4 SP M 30
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=211/12-0-0,3=211/12-0-0,4=527/12-0-0
Max Horz 1 =-1 17(LC 10)
Max Uplift 1=-204(LC 12), 3=-204(LC 12), 4---404(LC 12)
Max Grav 1=216(LC 17), 3=233(LC 18), 4=527(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4---3991624
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=
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for mer
shown; Lumber DOL=11.60 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 a
5) * This truss has been designed for a I ' ive load of 20.Opsf on the bottom chord in all areaE
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanc
1=204,3=204,4=404.
3
3X4 Z�-
PLATES GRIP
MT20 244/190
Weight: 38 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
and forces & MWFRS for reactions
other live loads.
iere a rectangle 3-6-0 tall by 2-0-0 wide
1100 lb uplift at joint(s) except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc, FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 12,2018
,& wARNiNr- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE' MIP7473rev. 10/0&2015 BEFORE USE.
Deslgnvolid foruse onlywith MITek0 connectors. ThIsclesign Is based onlyupon parameters shown, andilsforan 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
Mffbk'
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, seeANSVTPI1 Qual CrIt do, DSO-89 and BCSI Building Component
HT
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22 14. 1
6904 Parke East Blvd.
Tampa, Fl- 33610
Job
Tru s
Truss Type
Qty
Ply
ACQUAVISTA
T15560632
75575
V16
Valley
1
al)
Chambers Truss, Inc., Fort Pierce, FIL 8.130 s Mar11 2018 MiTek Industries, Inc. Mon Nov 12 09:39:402018 Page 1
ID:aNkrWfLwRDXTOZhc4Bay—yKyKq-kr9ignTknyYvu3_�VPlev3[Jivy2MUr—GICL6PgyJz71
8-0-0 16-0-0
8-0-0 B-0-0
Scale = 1:25.c
4x4
LOADING (psf)
SPACING-
2-00
CS1 -
I DEFL.
in (loc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1 �5
TC 0.97
Vert(LL)
n/a
n/a
999
TCDL 15 .0
Lumber DOL
1.25
BC 0.14
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.22
Horz(CT)
0.00 5
n/a
n1a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2X4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. All bearings 16-0-0.
(lb) - Max Harz 1 =-1 61 (LC; 10)
MaxUplift All uplift 100 lb or less atjoint(s) except 1=-153(LC 12),
12). 8=-532(LC 12)
PLATES GRIP
MT20 244/190
Weight: 57 lb FT = 20%
RACING-
DPCHORD Structural wood sheathing directly applied�
OT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
12), 7=-1 12(LC 1), 6=-532(LC
MaxGeav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 6=577(LC 181., 8=578(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-120/271, 3-4=-120/271
WEBS 3-7=-311/130, 4-6=-4381734, 2-8=-438f734
NOTIES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; TCDL=4.2psf; BCDL=3.Obsf; h=33ft; B=53ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 7-2-9, Interi , or(l) 7-2-9 to 8-0-0, Extedor(2) B-0-0 to
14-5-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL .=l.'60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing. 1 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 win 'ere 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 153 lb uplift at joint 1, 153 lb uplift at
joint 5, 112 lb uplift at joint 7, 532 lb uplift at joint 6 and 532 lb uplift at joint 8. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634.
6904 Parke East Blvd. Tampa FL 33610
Date: -
Novembet 12,2018
&WARNING -Verify design parameters and READ NOTES ON,THIS AND INCLUDED MITEK REFERANCE I
M11=7473 rev. 10/03,2015 BEFORE USE.
.pAGE
Design valid for use only with Mrrek@ connectors, This design Is based only upon parameters shown, and Is for Ion 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. �Addltlonol temporary and permanent bracing
MR&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, see^NSVTPII Qual' Criteria, DSII-89 and BCSI Building Componont
6904 Parke East Blvd.
Safety Informationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2 2�1 4. i
Tampa, FL 33610
Symbols
PLATE LOCATION AND ORIENTATION
14 /; Center plate on joint unless x, y
-13 offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-111gi
JF
For 4 x 2 orientation, -locate
plates 0-1/0frorn 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 WE
__Fs —the—plate-_
Tf�e first climenskon
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TP11: 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.
0
CL
0
0
Numbering System
&4-8 dimensions shown in ft-in-sixteenths
I (Drawings not to scale)
2 3
TOP CHORDS
. BOTTOM CHORDS
8 7 6 5
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
NUMBERSAETTERS.
PRODUCT CODE APPROVALS
ICC=ES-Reports:— -- - _' —
ESR-1 311, ESR-1 352, ESR1 988
ER-3907, ESR-2362, ESR-1397, ESR-3282
0
0�
0
0
a_
0
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TIPI 1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 M!Tek@) All Rights Reserved
mm
W1 0
M'iTek 0
MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
AL General Safety Notes
Failure to Follow Could C., ause 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 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
— use with fire retard-Ont-preseLvative-treated, or green -lumber.
10. Comber is a non-structural consideration and is the
responsibility of truss fabricator. General practice Is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or after 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.