HomeMy WebLinkAboutTRUSSLumber d
These tru
MiTek.
alues ere in accordance with ANSI/TPI 1 section 6.3
designs rely on lumber values established b others.
RE: 75580 - ACQUAVISTA MiTek USA, Inc.
6904 Parke East Blvd.
Site Information: Tampa, FL $3610-4115
Customer Info: SION HOMES CONSTRUCTION Project Name: LOT 3 Model:
Lot/Block: Sub6vision: ACQUA VISTA
Address: UNKNOWN
City: ST LUCIE COUNTY State: FL
Name Address and License # of Structural E ligineer of Record,,If there is one, for the building.
Name: License
Address:
City: State:
General Truss Engineering Criteria & Design, Loads (individual Truss Design.Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 170 mph
Roof Load: 45.0 psf Floor Load: 65.0 psf
This package includes 65 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet,* I hereby cert ify that I am the Truss Design Engineer and this index sheet
conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# I Truss Name I Date I No. I eal# I Truss Name I Date
1 T1 5571930 1 A 111/13/18-118 1 T1 55719471 FLD 111/13/18
12 T1 55719311 Al 111/13/18 119 IT15571948 I FLE 111/13/181
13 1 T15571932 I A2 111/13/18 120 1 T1 5571949 1 FLF 111/13/18
14 1 T1 5571933 1 A3 111/13118 121 1 T1 55719501 FLG 111/13/18
15 1 T1 5571934 1 A4 111/13/18 122 1 T1 55719611 FLH 111/13/18
16 1 T1 5571935 1 A5 111/13/18 123 1 T11 5571952 1 FLI 111/13/181
17 1 T1 5571936 1 B 111/13/18 124. 1 T1 5571953 1 FLJ 111/13/18
18 1 T1 5571937 181 1111/13/18 125 1 IT155719541 FLK 11/13M,
19 1 T1 5571938 1 B2 111/13/18 126 1 T1 5571955 1 FLL 11/1;118
110 1 T1 5571939 1 E13 111/13/18127 1 T1 55719561 FLM 111/13(181
Ill I T15571940 I B4 111/13/18 128 1 Til 55719571 G FZ 111/1 /18
112 1 T1 55719411 B5 111/13/18 129 1 T1 5571958 1 GRA 111/1 /181
113 1 T1 5571942 1 C 111/13/18 130 1 T11 55719591 G RE, 111/1 t/w.
1.14 1 T1 5571943 1 C1 111/13/18 131 1 Til 55719601 G RC 111/1
115 1 T1 55719441 FLA 111/13/18 132 1 IT1 55719611 G RD 111/13/18
116 1 T1 5571945 1 FLB 111/13/18 133 1 T1 55719621 GRH 11 1A 3/181
117 1 T1 5571946 1 FLC 111/13/18 134 1 IT155719631 GRK 111/13/181
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision bas d on the parameters
provided by Chambers Truss. I -
Truss Design Engineer's Name: Finn, Walter
My license date for -the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss componprit designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply.with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design bodes), which were
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into account inIthe preparation of
these designs. MiTek has not independently verified the applicability. of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the'overall building design per ANSI/TPI 1, Chapter-2. I
AN'2 5 2019
Lucie County 1 Perrhittlnq
JeR P
Z E
No 29839
13 STATE OF UJ
00. . .--/41 Z
4..0 R
ON A
Walter R Ann PE No.22839
MiTek.USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tarnpa FL 33610
Date:
November 13,2018
Finn, Walter I of 2
M
RE: 75580 - ACQUAVISTA
Site Information:
Customer Info: SION HOMES CONSTRU
Lot/Block:
Address: UNKNOWN
City: ST LUCIE COUNTY
INo. I Seal# I Truss Name Date
135 1 T1 55719641 G RN 11/13/19-
136 1 T1 5571965 1 G R P 111/13/181
137 1 T1 5571966 1 H 111/13/181
138 1 T1 5571967 1 H 1 111/13/181
139 1 T1 55719681 H2 111/13/181
140 1 T1 5571969 1 H3 111/13/181
141 1 T1 5571970 1 H4 111/13/181
142 1 T1 55719711 H5 111/13/181
143 IT15571972IJ1 111/13/181
144 IT15571973IJ3 111/13/181
145 IT15571974IJ5 111/13/181
146 1 T1 5571975 1 J7 111/13/181
147 1 T1 55719761 K 111/13/181
148 1 T1 55719771 K1 111/13/181
149 T1 5571978 1 KA 111/13/181
150 T1 5571979 1 KJ5 111/13/181
151 IT155719801KJ7 111/13/181
152 1 T1 55719811 KJA 111/13/181
153 1 T1 55719821 M 111/13/181
154 1 T1 55719831 MV2 111/13/181
155 1 T1 55719841 MV4 111/13/181
156 1 T1 5571985 1 N 111/13/181
157 J T1 5571986 1 N 1 111/13/181
158 1 T1 5571987 1 N2 111/13/181
159 1 T1 5571988 1 N3 111/18/181
160 1 T1 5571989 1 N4 111/13/181
161 1 T1 5571990 1 P 111/13/181
162 1 T1 55719911 V4 111/13/181
163 1 T1 5571992 1 V8 111/13/181
164 1 T1 5571993 1 V1 2 111/13/181
165 1 T1 5571994 1 V1 6 111/13/18 J
Project Name: LOT 3 Model:
ion: ACQUA VISTA
FL
2 of 2
Job ru s Truss Type City Ply ACQUAVISTA
T1 5571930
75580 A Common 2 1
ob Reference (optional)
L;namDers I russ, inc., ron rierce, rL
4.5 0 [1-2
4X6 3X4 5-
23 5
4
3X4
3
22
2
r: 15 14
3x4 4x6
3xB
1 1 au I u 1111 v
ID:fsZHWxfOKVohudkTKMpBXvvyZ; l''P'O'h';Le'rZ;lEvFWk;r l;q t Ju"yJ f9'r
23-3-10 27-9-15 35-0-0
5.9.10 4-6-5" 7-2-1
5x6 =
6
3X4 --
7 24
46
13
12 11
3xB
4x6 3X4
3x4 //
9 25
35-0-0
Scale = 1:61.0
3xB =
10 0
J4
6
Plate Offsets (X,Y)-- [2:0-3-11,0-1-81, [4:0-3-0, Edgel, [8:0-3-0, Edge], [10:0-3-11,0-1 -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 0181 Vert(LL) -0.18 13 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0169 Vert(CT) -0.45 13-15 >939 240
BCLL 0.0 Rep Stress Incr YES WB 0197 Horz(CT) -0.14 10 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matdx-MS Wind(LL) 0.43 13-15 >969 240 Weight: 165 lb FT = 20%
LIUMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-1-10 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-5-6 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1719/0-8-0, 1 l 1571 /Mechanical
Max Harz 2=337(LC 11)
Max Uplift 2=-171 1 (LC 12), 1 0=-1426(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except vv hen shown.
TOPCHORD 2-3=-3794/3419, 3-5=-3627/3325, 5-6=-2498/2430, 6-7=-2i 98/2464, 7-9=-3626/3491,
9-10=-3193/3630
BOTCHORD 2-15=-3064/3475, 13-15=-2559/2826, 11-13=-2515/2826, 10-11 3219/3475
WEBS 6-13=-1 145/1311, 7-13=-949/1063, 7-11 =-673/717, 9-11 =-e 74/678, 5-13=-949/1048,
5-15=-493/718, 3-15=-475/541
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=1 32mph; TCDI
11; Exp D; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exterior(2) -
to 23-11-13 zone;C-C for members and forces & MWFRS for reactions
3) This truss has been designed for a 10.0 psf bottom chord live load non,
4) * This truss has been designed for a live load of 20.Opsf on the bottom
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 car
2=1711,10=1426.
sf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
to 4-5-13, Interfor(l) 4-5-13 to 17-6-0, Exterar(2) 17-6-0
n; Lumber DOL=1.60 plate grip DOL=1.60
rrent with any other live loads.
in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
of withstanding 100 Ito uplift at joint(s) except at=lb)
Walter P. Finn PE No.22839
MlTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 336 , 10
Date:
November 13,2 018
WARNING - Verify design parameters and RE412 NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE MX7473 rev. 1WO312015BEFORE USE.
Design valid for use only with M[Tek@ connectors. This design Is based only upon parc'meters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of deslg - n 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
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, seeAwTpill Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Insfitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T1 5571931
75580 All Hip 1
job Reference (optional)
Lmarriners I russ, Inc., t-ort merce, 1--L
2-0-0 . 6-9-14
2
0
3XID =
24
1:3. 1 Ju 5 IV1ar I 4u 10 IVff I eK InIlusirlets, u lu. I uU IVuv I a U0;44;u 1 zu 10 rayu I
I D:fsZHWxfOKVohudkTKMpBXwyJwY7-naO7bI 1 JhoMVSUZFFTsB—KGiW F'Oel blq3—d—sLyJf9q
I_0_Q 23-5-2 '-2 2 35-0-0
5-5-2
L §_ ----Io-d 4- . 6-9-14
4.50F1_2
5x6 =
5x6
6 7
5x6 WEI
8
5x6 WEI --
4 9
26 10255
14 4 =III--
17 16
15 14
13 12
46 4X6 =
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 15.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2017/TPI2014
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
CS1. I
TIC O 78
BC 0167
WEI 0189
REACTIONS. .(Ib/size) 2=1719/0-8-0, 11 =1 571 /Mechanical
Max Harz 2=329(LC 11)
Max Uplift 2=-1 711 (LC 12), 11 =-1 426(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except%
TOP CHORD 2-3=-3814/3706, 3-5=-3620/3563, 5-6=-2525/2594, 6-7=-2:
8-1 0=-3620/361 1, 10-11 =-3813/3797
BOTCHORD 2-17=-3373/3499,15-17=-2780/2829,14-15=-1889/2164, 1
11-12=-3384/3498
WEBS 3-17=-473/542, 5-17=-479/693, 5-15=-929/1149, 6-115=-63
8-14=-929/1165, 8-12=-642/693, 10-12=-473/691
0-5-11
DEFL. in loc) I/defI Lid
Vert(LL) 0.18 15 999 360
Verl(CT) 0.45 15-17 937 240
Horz(CT) 0.14 11 n/a n/a
Wind(LL) 0.43 15 988 240
BRACING-
Scale = 1:63.2
C
3X10 =
PLATES GRIP
MT20 244/190
Weight: 176 lb FT = 20%
TOPCHORD Structural wood sheathing directly applied or 3-3-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 3-5-10 oc bracing.
shown.
550, 7-8=-252512622,
14=-2697/2829,
59, 7-14=-644/659,
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; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp, D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 4-5-13, Interion(l) 4-5-13 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 8, 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 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 capablle of withstanding 100 lb uplift at joint(s) except at=lb)
2=1711,11=1426.
Walter P. Finn.PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
cp
November 13,2018
WARNING- Verify design prm.tmnd READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE MIJL7473 re, la&WO15BEFORE USE.
Design valid for use only with Virrek(g) 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 desIgh parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web andVor 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, seeXNSVPIJ Quail. Criteria. DSB-89 and Ill Building Componant 6904 Parke East Blvd.
SafW [nformoffanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2 2 14. Tampa, FIL 33610
Job Tru S Truss Type Qty Ply ACQU"ISTA
T15571932
75580 A2 Hip 1 1
Job Reference (option 1)
GharnberS I russ, Inc., F-orl Vierce, F-L 0. 1111.0 b IvIdl, I I du 10 Ivil I URI[ I—tilub, 11— 1 .-- — .— I. V. I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-Fm LWp52xR6UM4e8SoANNWYpq6fLYm9KzHeNXOnyjf9p
2-1-1 8-6-5 15-0-0 Lo 26-5-11 35-0-0
1 2 .0.(, 8-6-5 6-5-11
0 O
6-5-1150 8 -6-5
Scale 1:63.1
4.50 [1-2
5X10
5X8
5 24 6
6x8 Ma6x85xBMT1HS — 5x8 MT1 8HS 5xB MT18HS--
3 4
7
25 26 — 23 7
22
0 2 9
6
14
15 13
11
12 10
3X4 11
4x6
3x4 3xB
4x6
3x4 11
3x8
3x8
8-6-5 0— 91 26-5-11ON' 35-0-01
8-6-5 1% T 6-5-11 8-6-5
Plate Offsets (X,Y)-- 12:0-0-0,0-0-21,[3:0-4-0,Edqel,[5:0-6-12,0-2-41,16:0-4-0,0-2-01,[8:0-4-0,Edgel,[9:0-3-11,0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -'0. 18 10-21 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.175 Vert(CT) -0.46 10-21 >922 240 MTlBHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0!139 Horz(CT) -0.14 9 n/a n/a
BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Wind(LL) 0.47 10-21 >891 240 Weight: 167 lb Fr 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-10-12 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-13,7-12
REACTIONS. (lb/size) 2= 1719/0-8-0, 9= 157 1 /Mechanical
Max Horz 2=295(LC 11)
Max Uplift 2=-171 1 (LC 12), 9=-1426(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wien shown.
TOPCHORD 2-4=-3659/3808, 4-5=-2723/2947, 5-6=-2568/2836, 6-7=-27,24/2901, 7-9=-3658/3784
BOTCHORD 2-15=-3446/3335,13-15=-3446/3335,12-13=-2303/2393,1 12=-3390/3334,
9-10=-3390/3334
WEBS 4-15=0/337, 4-13=- 1146/1286, 5-13=-532/594, 6-12=-572/595, 7-12=-1 144/1327,
7-1 0=-48/343 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=-2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpI=0. 18; MWFRS (directional) and C-C Exteflor(2) -2-0-0 to 4-5-13, Interior(l) 4-5-13 to 15-0-0, Exterior(2) 15-0-0
to 20-0-0, Interior(l) 29-2-1 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 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)
2=1711,9=1426.
Walter P. Finn PE No.22839
MiTelk USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
K 1---t- - -
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mr-ek@ 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 desig6l parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent
Is always required for stability and to prevent collapse with possible personal Injury on, d property damage. For general guidance regarding the
fabricatl6n, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIIIIII Quallty Criteria, DSB-69 and BCSI BuIldling Component 6904 Parke East Blvd.
Safety Infoirnationavolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale.andria, VA 22314. Tampa, Fl- 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T1 5571933
75580 A3 Hip
job Refer,
L;namoers I russ, Inc., t-on rierce, t-L
2-0-0
4.50F1-2
5x6 =
5
5x8 IVIT1 8HS 5x6
4
22 23
0
4
3x4 11 4x6
3x1O
3x6
Plate Offsets
LOADING (ps, SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.
TCDL 15.0 Lumber DOL 1.25 BC 0.
BCLL 0.0 Rep Stress Incr YES WB 0.
BCDL 10.0 Code FBC2017fTP12014 Matrix-lv
LUMBER-
TOPCHORD 2X4 SP M 30
BOTCHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. lb/size) 9=1 571 /Mechanical, 2=1719/0-8-0
Max Harz 2=260(LC 11)
Max Uplift 9=-1426(LC 12), 2=-171 1 (LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wl'
TOPCHORD 2-4=-3697/4052, 4-5=-2928/3288, 5-6=-2765/3201, 6-7=-271
8-9=-3697/4036
BOTCHORD 2-15=-3683/3381, 13-15=-3683/3381, 12-13=-2847/2795, 1
9-10=-3636/3387
WEBS 4-13=-949/1144, 5-13=-681/719, 6-13=-365/474, 6-12=-359i
8-12=-949/1190, B-1 0=-44/257
MIOU5 [ViaF I eU 10 IVII I eK H MUbtrIUS, jrju. iue i,4uv i a uo;e&;ua e-ujo rdyu i
ID:fsZHWxFOKVohudkTKMpBXwyJwy7-ly8uOR3aCPcDiojeMuvc3lMls3htVXU7WI65wDyJf90
22-0-0 76-12 35-0-0
4-6-0
1iIg5--6.11 7-5-5
3x4 5x6
24 6 7
5x6 z-
8 25
26
Scale = 1:63.2
9 C
C
12 11 10
3x8 = 3x4 11
3X10
46
DEFL. in (lo,c) I/clefl Ud PLATES GRIP
Vert(LL) 0.19 12-13 999 360 MT20 244/190
Vert(CT) 0.52 12-13 805 240 MT18HS 244/190
Horz(CT) 0.15 9 n1a n/a
Wind(LL) 0.45 12-13 940 240 Weight: 168 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-2-10 oc purlins.
BOTCHORD Rigid ceiling directly applied or 3-3-9 oc bracing.
shown.
3149, 7-8=-2928/3235,
7-12=-742f719,
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=412psf-1 BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft, Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(21) -2-OLO to 4-5-13, Interior(l) 4-5-13 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.& MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncon Icurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom choI rd 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 Ot=lb)
9=1426,2=1711. 1
Walter P. Finn PE No.22839
MlTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
U)
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 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 applicability of desIgn'porometers 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, seeANSVTFI1 Qua] Criteria, DSB-89 and BCSI Building Component
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexondr1a, VA 2 2114.
6904 Parke East Blvd.
Tampa, FIL 33610
Job Tru - s Truss Type Qty Ply ACQUAVISTA
TI 5571934
75580 A4 Hip 1 1
Job Reference (optional)
unamDers I russ, Inc., ir-on rierce, M
c
0
61- "-o 0
44
5x8 MT18HS
4.50 ' [1-2
3X4
3
23
22
2
3x10 =
LOADING (pso
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
15
3x4 11
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incir YES
Code FBC2017fTP12014
14 13
4x6
3x4 =
1
ID:fsZHWxfOKvohudkTKMpBXwyJwY7-B9hGEn3Czik4JxlqwbQrbzuEzi i*l'yseTfyJf9n
24-0- '- 2 35-0-0N6-4-46-6- LI --1'-2
3x4 11
24 25 .5
12
3X8
I
5xB NIT1 BHS =
26 6
10
3X4
4x6 =
CS1. I DEFL. in loc) I/def]
TC 0.,76 Vert(LL) 0.21 12 999
BC 0.6 Vert(CT) 0.48 10-12 870
WB 0.'83 Horz(CT) 0.15 8 n1a
Matrix -MS Wind(LL) 0.51 12 829
REACTIONS. (lb/size) B= 157 1 /Mechanical, 2=1 719/0-8-0
Max Harz 2=225(LC 11)
Max Uplift 8=-1426(LC 12), 2=-1711(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except
TOPCHORD 2-3=-3736/4123, 3-4=-3115/3497, 4-5=-3411/3905, 5-6=-
7-8=-3751/4121
BOTCHORD 2-15=-3755/3427, 14-1 5=-3755/3427, 12-14---2922/2867,
9-10=-3720/3468, 8-9=-3720/3468
WEBS 3-14=-767/949, 4-14=-400/454, 4-12=-773/734, 5-12=-52
6-10=-417/455, 7-10=-767/1000
BRACING-
4-7-12
Scale 1:62.1
3x4
7
T
27
8
9
3x4 11
WO
Ud PLATES GRIP
360 MT20 244/190
240 MT18HS 244/190
n/a
240 Weight: 170 Ito FT = 20%
TOPCHORD Structural wood sheathing directly applied or 3-4-10 oc purlins.
BOTCHORD Rigid ceiling directly applied or 3-6-0 oc bracing.
n shown.
1/3905, 6-7=-3122/3453,
12=-2841/2878,
7, 6-12=-728/724,
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= .2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-C -0 to 4-5-13, Interior(l) 4-5-13 to 11-0-0, Exterior(2) 11-0-0
to 33-2-1, Interiorl 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 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 noncori
I
current 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 capab e of withstanding 100 lb uplift at joint(s) except at=lb)
8=1426,2=1711.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
November 13,2018
i
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mrrek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not W1, a truss system. Before use, the building designer must verlty the applicability of desigri 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 a d property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria. DSB.69 and BCSI BuIlleltrig Componant
safety Infamnationavallable from Truss Plate Institute, 218 N, Lee Street Suite 312, Ale andrla, VA 22314.
6904 Parke East Blvd.
Tampa, FIL 33610
Job Truss Truss Type City Ply ACQUAVISTA
T15571935
75580 AS Hip 1
Job Reference (option -al)
L;namDers I russ, Inc., t-ort merce, I-L
141VA5
5-8-9
5x8 MT18HS
4.5 0 F1 —2 4
3X4
3
2233
EN
16
15
3x8
3X4
4x6
9-0-0 14-11
9-0-0 5_8.;
ID:fSZHWXfOKVohudkTKMpBXwyJwY7-fLFeR74qkltxx5tOUlx48ARPSsNszNdP - cbC?6yJf9m
20-3-7 26-0-0 ' 4-'1'1 i 35-0-0
6-13 5-8-9 T 5-7-1 —1
Scale = 1:62.0
3x4 = 5XB MT1 BHS = 3x4 11
5 24 625 7
14 13
3X4 3x10
20-3-7
5xB MT18HS
8
26 3x4
9
T
10
12
11
4x6
3X4
3X8
Plate Offsets (X,Y)-- r2:0-0-0,0-0-21, [4:0-5-8,0-2-81, [6:0-4-0, Edge], 8:6-5-8 0-2-81, [10:0-3-11,0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.26 13-14 999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0. . 65 Vert(CT) 0.60 13-14 697 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.16 10 n/a i
BCDL 10.0 Code FBC2017[TP12014 Matrix -MS' Wind(LL) 0.63 13-14 669 240 Weight: 167 lb FT = 20%
LIUMBEF11-
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M,90
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=1571/Mechanical,2=1719/0-8-0
Max Harz 2=1 91 (I-C: 11)
Max Uplift 10=-1426(LC 12),.2=-1711(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except w
TOPCHORD 2-3=-3704/4120, 3-4=-3350/3660, 4-5=-3969/4418, 5-7=-3E
8-9=-3377/3696, 9-1 0=-3754/4141
BOTCHORD 2-16=-3742/3429, 14-16=-3121/3107, 13-14=-4027/3969, 1
10-1 1=-3733/3483
WEBS 3-16=-490/726, 4-16=-325/426, 4-14=-1 179/1095, 5-14=-4E
8-13=-1 104/1079, 8-11 =-357/438, 9-11 =-489[764
BRACING-
TOPCHORD
BOTCHORD
shown.
1,4711, 7-8=-3973/4471,
3=-3133/3131,
7-13=-415/643,
Structural wood sheathing directly applied or 3-3-10 ad purlins.
Rigid ceiling directly applied or 3-6-15 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; TC:DL=4 2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 4-5-13, Inteii 4-5-13 to 9-0-0, Exterior(2) 9-0-0 to
35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=11.60
3) Provide adequate drainage to prevent water poncling.
4) 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.
6) * This truss has been designed for a live load of 20.Opsf on the bottom choI rd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit bet ween 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 capab
i
a of withstanding 100 lb uplift at joint(s) except at=lb)
10=1426,2=1711.
Walter P. Finn PE No.22839
MiTelk USA, Inc. FL Cert 6634
0904 Pirko East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THISAND iNcLuDED mrrEk REFERANcE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
qesign valid for use only with MITek@ connectors. This design Is based only upon parar!neters shown and Is for an Individual building component, not
a truss system. Before use, the building designer must verify 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. seeANSVFPII Quality CrIlterlo, DSB-89 and BCSII BuldIng Component 6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Ale)anclrlo, VA 22314. Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQU"lSTA
TI 5571
75580 B Common 2 1
J al)
L;namDers i russ, Inc., t-on t-jerce, t-L 0.' "u b
MN '
4ulo'"' U "'Uu U' ' " "" -_ ""'*'. — . '.9. .
ID:fsZHWxfOKVohudkTKMp XwyJwN78Xp0eT5SVK?oZFSD10SJhQ ZoGjVipMZCGUXYyJf9i
23-3-10 27-9-15 1 35-0-0 1
2-0-0 7-2-1 1 4-6-5 5-9-10
T
5x6
4.50 F12
6
4X6 SX4
23 5
4
3x4
3
22
2
W 4
15 14
3x4 = 4x6 =
3X8 =
is
3x8
3X4 zzz-
7 24
4X6
8
3x4
9 25
12 11
4x6 3x4
6-1-9
B-7-9
Scale = 1:61.0
10
6
3X8
LOADING (pso SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.18 13 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.46 13-15 >939 240
BCLL 0.0 Rep Stress Incr YES WEI 0.97 Horz(CT) -0.14 10 n/a n1a
BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.43 13-15 >969 240 Weight: 166 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-1 -10 oc puffins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-5-6 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1719/0-8-0, 10=1571/0-8-0
Max Harz 2=337(LC 11)
Max Uplift 2=-171 1 (LC 12), 1 0=-1426(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except w an shown.
TOPCHORD 2-3=-3794/3419, 3-5=-3627/3325, 5-6=-2498/2430, 6-7=-2498/2464, 7-9=-3626/3491,
9-1 0=-3793/3630
BOTCHORD 2-15=-3064/3475, 13-15=-2559/2826, 11-13=-2515/2826, 1 1 =-3219/3475
WEBS 6-13=- 1145/1311, 7-13=-949/1063, 7-11 =-673/717, 9-11 =-4 4/678, 5-13=-949/1048,
5-1 5=-493/718, 3-15=-475/541
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.ppsf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-011 0 to 4-5-13, Interior(l) 4-5-13 to 17-6-0, Exterior(2) 17-6-0
to 23-11-13 zone;C-C for members and forces & MWFRS for reactions sh9wn; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capabl 'a of withstanding 100 lb uplift at joint(s) except at=lb)
2=1711,10=1426. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKIREFERANCE PAGE Mil- . 7473 rev. la(0=015 BEFORE USE.
l
Design valid for use only with MITek@ connectors. This design Is based only upon parar peters 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 MOWIsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quaffly Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T15571937
75580 B1 Hip 1
Job Reference (optional)
L;namDers I russ, inc., ran rierce, r-L
u
d
7-0-0
in _yJf9kID:fsZHWxfOKVo &XF`l Pbji l 41'
6-9-14 11-6-14 3-5 2 8 2 2 35-0-010-00 6-9-14 6__ 9. i 5-5-2 I 5-_5T2 4 6-9-14
Scale 1:63.2
4.50 F12
5x6
5x6
6 7
5 VIS 5 5x6 MIS 5: 5x6 WB
8
44 9
25 26 M
oi 3 cbb
24
0
2 1
ill -
E 17 16 13
15 14
12
4x6 46 3xl 0
3X1 0
8-8-2 17-0.0 0- 26-3-14 35-0-0
8-8-2 0 B-3-14 8-8-2
Plate Offsets (X,Y)-- [2:0-5-11,0-1-81,[4:0-3-0,Edqel,[6:0-3-0,0-2-6],17:0-3-0,0-2-61,f9:0-3-0,Edgel,[11:0-5-11,0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.18 15 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.45 15-17 >937 240
BCLL 0.0 Rep Stress [nor YES WB 0.89 Horz(CT) -0.14 11 n1a n/a
BCDL 10.0 Code FBC2017[TP[2014 Matrix-M Wind(LL) 0.43 15 >988 240 Weight: 176 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-3-0 oc purlins.
BOTCHbRD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-5-10 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2m1719/0-8-0,11=1571/0-8-0
Max Harz 2=329(LC 11)
Max Uplift 2=-1 711 (LC 12), 1 1=-1426(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3814/3706, 3-5=-3620/3563, 6-6=-2525/2594, 6-7=-2391/2550, 7-8=-2525/2622,
8-1 0=-3620/361 1, 10-11 =-3813/3797 i
BOTCHORD 2-17=-3373/3499,15-17=-2780/2829,14-15=-1889/2164,1 -14=-2697/2829,
11-12=-3384/3498
WEBS 3-17=-473/542, 5-17=-479/693, 5-1 5=-929/1149, 6-15=-638)659, 7-14=-644/659,
8-14=-929/1165,8-12=-642/693,10-12=-473/691
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=1 32mph; TC 'DL=4.psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exterior(2) -2-01,0 to 4-5-13. Interior(l) 4-5-13 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. i
5) This truss has been designed for a 10.0 psf bottom chord live load noncondurrent 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 capabl 11 of withstanding 100 lb uplift at joint(s) except at=lb)
2=1711,11=1426.
Walter P. Finn PE No.22839
MiTelk USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
November 13,2018
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKIREFERANCE PAGE M11-7473 rev. la(0312015 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, no
a truss system. Before use, the building designer must veffy the applicability of design arometers and Incorporate this design Into the ovei!.Ilproperly
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and bracing MiTek* prevent permanent
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 Criteria, DSB-89 and IIICSI Building Componont 6904 Parke East Blvd.
Safety Informaillanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexdndria, VA 22314. Tampa, FL 33610
Job Tru s Truss Type J Qty Ply ACQUAVISTA
T1 5571938
75580 B2 Hip 1 1
Job Reference (optional)
L,narmDers i russ, inc., MR f-leFC6, r-L
B-6-5 6-5-11
4.50F1_2
6X8 i:5-
5x8 MT18. H ' S—_
4
3
24
23
2
16
3x8
3x4 11
0.1,3U 5 IVIdF 11 4U 10 IVII I UK I I IUUbUlUb, I I 1U. I UU.JMUV 10 UD.4.UO 4U,O rauU I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-4wxn387i 1 yFWoZcb9RUnmp3u?4POAt—sgaqscRyJf9j
0 26-5-11 35-0-0 , 37-0-0 ,
5x8
5 25 26 6
15
14
4X6
3x4
15-0-0 20-0-C
6-5-11 1 5-0-0
6xB --
5xB MT1 BHS
7 8
27
13
12
11
3X8
4x6
3X4 11
Scale: 3/16"=l'
28
9
0117
o
3XB
6-5-11 8-6-5
LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.17 13-14 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.42 16-19 >999 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 014 9 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matrix-M
I
S Wind(LL) 0.41 13-14 >999 240 Weight: 170 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-0-3 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-7-10 oc bracing.
WEBS 2x4 SP No.3 WEBS I Row at midpt 4-14,7-13
REACTIONS. (lb/size) 2=1715/0-8-0,9=1715/0-8-0
Max Harz 2=294(LC 11)
Max Uplift 2=-1702(LC 12), 9=-1702(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-4=-3650/3738, 4-5=-2712/2873, 5-6=-2558/2822, 6-7=-27'1 3/2874, 7-9=-3649/3738
BOTCHORD 2-16=-3 57/3316,14-16=-3257/3316,13-14=-2111/2383,11-13=-3288/3346,
9-11 =-3288/3346
WEBS 4-16=0/337, 4-14=-1 146/1289, 5-14=-526/593, 6-13=-517/592, 7-13=-1 144/1289,
7-11 =0/337 I
NOTES -
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4. psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exia D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-02,0 to 4-5-13, Interiorl 4-5-13 to 15-0-0, Exterior(2) 15-0-0
to 20-0-0, Interior(l) 29-2-1 to 37-0-0 zone;C-C for members and forces & WFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom cho Ird 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=1702,9=1702.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
I—
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MffEKIREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mffek@ connectors. This design Is based only upon porar eters shown, and Is for an Individual building component, not 141* 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 QualHV Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Salietilf 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
75560 B3 Hip
job Re
t,narnDOTS I russ, Inc., rurn rierce, rL 1 0. IOU b IvIdl 4U 10 IvIl I U& 11 [uubtj lub, 11 1u. 1 uu I— I o uo.— I u — 1 o Fau. .
13-0-0 . 1 17-6-0
2-0-0 ' 7-5-5
Scale: 3/16"=l'
4.50 F1 2 5x6
5x6
3x4
5 26 6 27 7
5x65X6 5x6
5X8 MT1BHS5xBMT1BHS 5x8 MT1 BHS zz
4 8
3
C
2524 2829 1PC
ol
2
e
1
91III
55:_ 16 —
17 15 14 13 12
3X4 11 4x6 —
3x8 3x4 11 3X8
3xB
3x8
46
13-0-0 22-0-0 L7 6-1111 35-0-0
5-6-117-5-5 i 1 9-0-0 7-5-5
Plate Offsets (X,Y)-- [2:0-0-0,0-0-21, [3:0-4-0, Edge], [5:0-3-0,0-2-61, [7:0-3-0,0-2-61, [9:0-4-0, Edgel, 10: Edge,0-0-21
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc), Ildell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) 0.19 14-15 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) 0.52 14-15 >808 240 MT18HS 244/190
BCLI- 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.14 10 n/a n/a
BCDL 10.0 Code FBC2017fTP]2014 Matdx-MS Wind(LL) 0.43 14-15 >981 240 Weight: 171 lb FT = 20%
LUIMEIER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-4-0 oc pudins.
BOTCHORD 2x4,9P M 30 BOTCHORD Rigid ceiling directly applied or 3-7-11 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1716/0-8-0, 10=1715/0-8-0
Max Harz 2=-260(LC 10)
Max Uplift 2=-1702(LC 12), 10=-1702(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh n shown.
TOPCHORD 2-4=-3688/3982, 4-5=-2918/3215, 5-6=-2755/3132, 6-7=-27 5/3132, 7-8=-2918/3215,
8-10=-3688/3981
BOTCHORD 2-17=-3495/3355,15-17=-3495/3355,14-15=-2666/2781,1 14=-3526/3393,
10-12=-3526/3393
WEBS 4-15=-950/1147, 5-15=-676/715, 6-15=-360/469, 6-14=-360/ t70, 7-14=-6771715,
B-14=-950/1147
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCUL=,4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Expi D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(,?) --O-b to 4-5-13, Interior(l) 4-5-13 to 13-0-0, Exterior(2) 13-0-0
to 22-0-0, Interior(l) 31-2-1 to 37-0-0 zone;C-C for members and forces & AWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncond ' urrent 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 capabl'
i
of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=1702,10=1702.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
November 13,2018
I
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parordeters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design 6arameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/o chord members only. Additional temporary and permanent bracing
W1,
MiTek' Is always required for stability and to prevent collapse with possible personal Injury andl property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMIJ Qual Cdterlo, DSB-89 and BCSI Building Component
Safety Infairmationavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 2 2114.
6904 Parke East Blvd.
Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T11 5571940
75580 B4 Hip, 1
Job Re
unambers Truss, Inc., Fort Pierce, FL 8.1i30 s Mar i i 20iS pAi i eK inausines, inc. Tue Nov i3 08:22:1 i 20i8 Page 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-UVcVjA9bKtd4fOKAqZ2UORhP9HQ3N6X]MY2WCIyJf9g
2-0-0 7-11-13 -0 17-610 4-0 N-00-3 35-0-0 37-0-0
0 7-11-13
11 ' I I .
3. . i -023- -3 6-6-[) 66-c 3 7-11-13 2 -0
Scale: 3/16'=1'
5x8 IVITI BHS
3x4 11
25
5x8 IVIT1 BHS
4.50F1_2
4 26 -9 27 28 6
5x6 5x6
3
24 2917 3030
0 2
23
88
0
4111 9 J460C 16 15 14 13 12 11 10
3x4 11
46
3XB 3x4 3X4 11
3x8
3x8
3x4 =
46 =
24-0-0 . 27-0-3 . 35-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.21 13 999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.47 13-15 885 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.14 8 n/a n/a
BCDL 10.0 Code FBC2017[rPI2014 Matrix -MS Wind(LL) 0.48 13 868 240 Weight: 172 lb FT = 20%
LUMEIER- BRACING-
TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-4-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1715/0-8-0,8=1715/0-8-0
Max Harz 2=225(LC 11)
Max Uplift 2=-1702(LC 12), 8=-1702(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3592/3902, 3-4=-3116/3479, 4-5=-3403/3807, 5-6=-34(13/31307, 6-7=-3116/3479,
7-8=-3592/3902
BOTCHORD 2-16=-3385/3283,15-16=-3385/3283,13-15=-2717/2844,11-13=-2748/2844,
10-11 =-3416/3287, 8-1 0=-3416/3287
WEBS 3-16=-55/260, 3-15=-765/953, 4-15=-604/577, 4-13=-7831739, 5-13=-529/794,
6-13=-783/739, 6-11 =-604/577, 7-11 =-765/953, 7-1 0=-55/26b.
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--2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(' 2) -2-0- , 6 to 4-5-13, Interior(l) 4-5-13 to 11 -0-0, Exterior(2) 11 -0-0
to 33-2-1, Interior(l) 33-2-1 to 37-0-0 zone;C-C for members and forces & 1 4WFRS 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
2=1702,8=1702.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
Kinwomhar V4 Of)l
WARNING - Verilydesign parameters and READ NOTES ON THISAND INCLUDED MITEK PEFERANCE PAGE 11411-7473 rev. 10(0312015 BEFORE USE.
Design valid for use only with IVIITek@ connectors. This design Is based only upon paroMeters 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/o r chord members only. Additional temporary and permanent bracing MiT,6k* 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, seeANSVTPIJ Qual Cifferla, DSB-89 and BCSI Bul][ding Component 6904 Parke East Blvd.
Safety Infounationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandria, VA 2 2114. Tampa, FL 33610
Job Tru s Truss Type City Ply CQUAV ISTA
T15571941
75580 B5 Hip. I
job Refers
unamDers i russ, inc., r-ort rierce, r-L
2-0-0 14-8-9
5-8-90.02 5.7.1
0. 1 CIV b I —I I I — I D IVII I — I] IU-11—, 111- 1 — -V IQ VD.— I a — I U Faq I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-yhAHvWAD5A[xHAvNOGZjwfEczhnw6YTRbCo3lCyJf9f
20-3-7 26-0-0
1
9 4-1155 700150- 125-6-13 5-8-9
Scale: 3/16"=1'
5x8 MT1 BHS I 5x8 MT1 8HS
OX4 — UA0 IvIT1 8HS = 3x4 11
4.50F1_2 4 5 25 626 27 7 8
3X4 3x4 -5-
24 3 9 28
DC6
01
2
co
1010
11J4
6C5_ 17
16
15 14
13
12
3xB
3x4
4X6
3x4 3XI 0
46
3x4
3X8
9-0-0 4-119L5 q-Z L6-0 0 35-0-0
9-0-0
i 5- -;3 5.g.; 9-0-0
Plate Offsets (X,Y)-- 2:0-0-0,0-0-21,[4:0-5-8,0-2-81,[6:0-4-0,Ed-qel,[8:0-5-8,0-2-81,[10:0-0-0,0-0-21
LOADING psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdef] Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.710 Vert(LL) 0.26 14-15 99b 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.612 Vert(CT) 0.60 14-15 703 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.913 Horz(CT) 0.15 10 n/a n/a
BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS
1
Wind(LL) 0.61 14-15 688 240 Weight: 170 lb IFT = 20%
LUMBER-. BRACING -
TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-3-13 ad purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-8-13 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1715/0-8-0, 10=1715/0-8-0
Max Harz 2=1 91 (LC 11)
Max Uplift 2=-1702(LC 12); 10=-1702(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less ex s own.
TOPCHORD 2-3=-3693/4050, 3-4=-333913589, 4-5=-3951/4319, 5-7=-395b/4323, 7-8=-3950/4323,
B-9=-3339/3585, 9-1 0=-3693/4046
BOTCHORD 2-17=-3555/3418,15-17=-2932/3096,14-15=-3839/3951,12 14=-2962/3097,
10-12=-3584/3418
WEBS 3-17=-490[728, 4-17=-327/426, 4-15=-1 171/1087, 6-15=-4591629, 7-14=-415/640,
8-14=-1 170/1085, 8-12=-327/426, 9-12=-489/727
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; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0- to4-5-13,lntedor(1)4-5-13to9-0-0,Exterior(2) 9_0_0 tor
35-0-0, Interior(l) 35-0-0 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water 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 nonconc irrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chor6 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=1702,10=1702.
Walter P. Finn PE NOM839
MiTek USA, Inc. Ft. Cert - 6 - 634,
6904 Parke East Blvd. Tampa FL 33610
Data:
November 13,2018
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK qEFERANCE PAGE 111111-7473 rev. laWI2015 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 verify the applicability of design pbrameters and properly Incorporate this design Into the overall
buildingdeslgn. Bracing Indicated Is to prevent buckling of Individual truss wet) and/or Ichord 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, seeANSVIP11 Quality Criteria, DSB-69 and BCSI BuRdling Component 6904 Parke East Blvd.
Safety Informiationovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexoh, dria, VA 22314. Tampa, FL 33610
Job Tru s Truss Type Ply ACQUAVISTA
lQty T11 5571942
75580 C Common 2 I
Job Re
unamners iruss, Inc., i--ort Fierce, t-L
2-0-0 . 6-7-14
4.50FI-2
16
2
3X5 =
miou s mar i i ZU1 t% Mi I eK inausines, ino. , uL ,,ov , o ut,:zz:, , zu, t, age 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-Qukg6sArsUtouKUZy-4yTsmqT57rr9abpsXdHeyJf9e
4x4 =
4
2x3
535
17
8
3x8
Scale = 1:38.5
19
6
9
3X5
LOADING (psf) SPACING- 2-0-0 CSI' I I DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.14 B-15 >999 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 01 Vert(CT) -0.33 8-15 >731 240
BCLL 0.0 Rep Stress Incr YES iA' I EB .30 Horz(CT) 0.04 6 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.14 8-15 >999 240 Weight: 85 Ito FT = 20%
LUIMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 4-11-3 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 5-8-10 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1040/0-8-0, 6=1040/0-8-0
Max Harz 2=207(LC 11). .
Max Uplift 2=-1087(LC 12), 6=-1087(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wh3n shown.
TOPCHORD 2-3=-1849/1857,3-4=-1476/1439,4-5=-1476/1439,5-6=-18i9/1857
BOTCHORD 2-8=-1485/1666,6-8=-1553/1688
WEBS 4-8=-784/892, 5-8=-568/797, 3-8=-568/797
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=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0 to4-5-13,lntedor(1)4-5-13tolO-O-O,Extedor(2)10-0-0
to 16-5-13 zone;C-C for members and forces & MWFRS for reactiot Tr; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load noncondurrent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=1087,6=1087. 1 1
Waiter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke, East Blvd. Tampa Fl. 33610
Date:
No.vember 13,2018
WARNING- Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK RIEFERANCE PAGE MIL7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mrrek@ connectors, This design Is based only upon, parorr eters 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/ci chord members 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, seeANSVIII3111 Quality Criteria. DSB-89 and BCSI Building Component
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexci,ndria, VA 22314.
6904 Parke Easl Blvd.
Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQU"ISTA
T15571943
75580 C1 Hip 1 1
I Job Reference (optional)
Uriarnbers I russ, Inc., i--ort merce, t-L
Oo 5-7-1 9-0-0
5-7-1 3-4-15
4x5
4
F-
4.50F12
2x3 _
J
18
2X3
3
2!
I+T
01
1111
10
3x5
3x
3x4
LOADING (psf) SPACING- 2-0-0 CS1. 1
TCLL 21 Plate Grip DOL 1.25 TC 0.4
TCDL
O
1 0 Lumber DOL 1.25 BC 0.4,
BCLL 0.0 Rep Stress Incr YES WB 0.2.
BCDL 10.0 Code FBC2017ITP]2014 Matfix-MS
LUMBER-
TOPCHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1040/0-8-0, 7=1040/0-8-0
Max Harz 2=-1 91 (LC 10)
Max Uplift 2=-1 087(LC 12), 7=-1 087(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whe
TOPCHORD 2-3=-1 918/2083, 3-4=-1 521/1574, 4-5=-1434/1535, 5-6=-1 52(
BOTCHORD 2-1 0=-1 722/1733, 9-1 0=-1 055/1307, 779=-1 755/1767
WEBS 3-1 0=-545/817, 4-1 0=-333/387, 5-9=-333/386, 6-9=-545/816
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=4.2
11; Exp, D; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exterior(,?) -2-0-b
11 -0-0, Interior(l) 20-0-0 to 22-0-0 zone;C-C for members and forces & MW
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 noncondu
5) * This truss has been designed for a live load of 20.Opsf on the bottom chor
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable
2=1087,7=1087. 1
a. iovs iviar i i evia iviijuK inuu5inuti, it it;. iuo tmuv to vo;e4;1q4u 10 rdyu I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-v4l2KCBTdo?fWU3[VhbB?4JOhUWBadfk2WHAp4yJf9d
11-0-0 14-4-15 20-0-0 22-0-0
2-0-0
1 i - -
3-4-15 5-7-1 2-0-0
4x5
5
2X3
6
9
3x4
19
9-0-0
Scale = 1:39.1
1POP
7
19
3x5
DEFL. in (loc) Vdefl Ud PLATES GRIP
Vert(LL) 0.12 10-14 999 360 MT20 244/190
Vert(CT) 0.28 10-14 861 240
Horz.(CT) 0.04 7 n/a n/a
Wind(LL) 0.15 9-17 999 240 Weight: 89 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-11-14.oc purlins.
BOTCHORD Rigid ceiling directly applied or 5-5-3 Do bracing.
shown.
574, 6 7=-1918/2083
sf; BCDL=3.Opsf; h=37ft; B=55ft; L--65ft; eave=7ft; Cat.
to 4-5-13, Interion(l) 4w&13 to 9-0-0, Exterior(2) 9-0-0 to
RS for reactions shown; Lumber DOL=1.60 plate grip
rrent with any other live loads.
in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
of withstanding 100 lb uplift at joint(s) except Gt=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cort 6634
6904 Park East Blvd. Tampa Fl. 33610
Date:
November 13,2018
WARNING -Vefiry design parameters and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE M11-7473 rev. 1W=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/o(chord members only. Additional temporary and permanent bracing MWIsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryand1propertydamage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTI1 Quality Critoda, DSB-69 and BCSI Building Component 6904 Parke East Blvd.
Safety Informatlonarvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexd Indria, VA 22314. Tampa, FIL 33610
Job Tru s Truss Type Qty Ply CQUAVIII TA
T1 5571944
75580 FLA Floor 21 1
Job Reference (optional)
unambers Truss, inc., Fort Pierce, FL '11ou s iviar 11 201 t5 Mi i eK inaustries,inc. Tue Nov 13 08:22:15 20 18 rage i
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-NGsQXYC5N57WBeex3P6QYHsDButqJ—uuHAOkLXyJf9c
0-3-6
2-670 2-Qr0 0-9-0 Q-3-$
dca2 = 1:25.3
5X6 3x4 2X3 11 4X4 22 11 2x3 11 4x4 2X3 11 3x4 5x6 11
1 2 3 4 513 6 7 8 9 10
C
1 T - 11 11
q 6
7
16 15 11 13 12 11
2X3 11 4x8 4x 4X4 48 20 11
6-3-8 0 14-6-8 1 100
6-0-0 6-0-0ORN1-0-0 7-0-d 0 14
Plate Offsets (X,Y)-- 1:0-3-0_Edgel, [5:0-1-8, Edgel, [6:0-1-8,0-0-01, [10:0-3-01, Edge], [11:0-1 -8, Edge],[ 13:0-1-8, Edgel, [14:0-1-8, Edgel
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl 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 OA5 Vert(CT) -0.11 14-15 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.6 Horz(CT) -0.02 10 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 87 lb FT = 20%F, 11 %E
LIUMBER- 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=918/0-3-0, 10=91810-3-0
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh n shown.
TOPCHORD .1-3=-1092/013-4=-.1087/0,4-5=-1707/0,5-6=-1707/0,6-7=-lfO7/0,7-8=-1087/0,8-10=-1092/0
BOTCHORD 14-15=0/1 627, 13-14=0/1 707, 12-13=0/1 627
WEBS 5-14=-338?1 1, 6-13=-338/11, 1-15=0/1321,'3-15=-321/0, 4-11=-670/0, 4- . 14=-32/446,10-12=0/1321, 8-12=-321/0,
7-12=-670/0, 7-18=-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 a each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached.to walls at their outer ends or restrained by othe
I
r means.
3) Gap between inside of top chord bearing and first diagonal or vertical web s6all not exceed 0.500in.
Walter P. Finn PE No.22839
MiTek USA, Inc. fL Carl 6634
6904 Parke. East Blvd. -Tampa FL 33610
Date;
November 13,2018
WARNING - Verify design parameters and RE4D NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITe1k@ 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 p6rameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or horcl members only. Additional temporary and permanent bracing MOWIsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the
fabrication, storage, delivery, erection a nd bracing of trusses and truss systems, seeANSWIP11 Quo"T'I
Criteria, DSB-89 and 11i Building Component 6904 Parke East Blvd.
ISafetyInformatlonavollablefromTrussPate Institute, 218 N. Lee Street, Suite 312, Alexaldria, VA 22 4. Tampa, FL 33610
Job Tru s Truss Type Ply ACQUAVISTA
T15571945
75580 FLB Floor 7y2
Job
unambers I russ, Inc., i--ort merce, I-L
H!
2-6-0
6x8 = 3x4
1 2
21
3x4
3 4 5
20
WO
0-11!
19
3x5
ID:fsZHWxfOKVohudkTKMpBXwyJWY7-rSQoluDjBPFN[nD8d6ef5UOMkl6K2MTlVqmHuzyJf9b
2-0-0 0S' a e = 1:34.8
3X4 3x4 3x6 FP 3X4 3x4 6xB =
6 7 8 9 10 11 12 13
9C'J
is 17 16 15 14
3X5 410
8-11-8 1 0-0 1 1-0-0 B-11-9 O 3t-
Plate Offsets (X,Y)-- [1:0-1-8,Edgel, [6:0-1-8,Edgel, [7:0-1-8,Ed el, 13:0-11-81 Edqel, fill 4:0-1-8, Edge], [17:0-1-8,0-0-01,[18:0-1-8,EdgeI
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. Vert(LL) -0.15 16-17 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.24 17-18 >979 .360
BCLL 0.0 Rep Stress Incr YES WB 0.93 Hor-z(CT) -0.06 13 n/a n/a
BCDL 5.0 bode FBC2017fTP]2014 Matrix-S Weight: 118 lb FT = 20%F, 111%E
LUIMEIER- 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=1287/0-3-0,13=1287/0-3-0
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=-3263/0, 5-6=-3263/0, 6-7=-3 70/0, 7-8=.3263/0,
8-1 0=-3263/0, 10-11 =- 1600/0, 11-13=- 1605/0
BOTCHORD 19-20=0/26 4,18-19=0/3370,17-18=0/3370,16-17=0/3370, 15-16=0/2654
WEBS 1-20=0/1 945, 3-20=-298/0, 4-20=-1 306/0, 4-19=01755, 5-19=. 312/63, 6-19=-578/170,
13-15=0/1945,11-15=-298/0,10-15=-1306/0,10-16=0/755,, -16=-312/52,
7-16=-577/170
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 lo each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at.their outer ends or restrained by othe r means.
4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKR , EFERANCE PAGE MIP7473 rev. IW03)2015 BEFORE USE.
Design valid for use only with MITek@) connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design ip rameters 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 damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM.] I QUallty Criltoda, DSO-69 and III Building Component
Safety [nformationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexa drio, VA 22314.
Walter P. Finn PE No.22839 .
MiTak USA, Inc. FL Cert G634,
6904 PaO East Blvd. Tampa FL 33610
Date:
November 13,2018
MiTek'
6904 Parke East Blvd.
Tampa, FIL 33610
Job Tru s Truss Type Qty Ply ACQUAVITA
T1 5571946
75580 Fl-C Floor 10 1
Job Reference (optional)
L;namijers i russ, Inc., i--ort merce, 1--l-
0-3-8
H 1
2-6-0
3x4 = I
6x8 4x5 4
1 2 3 4 5 6 7
24 23 22 21 20
5x12 4x8 3x6 FP
5x12 MTJBI-IS SP
I4x4 =
3-8
0-0
15.1-JU S MEIr I I ZU 10 JV11 I eK inuusines, inu. me imuv ia uo;,ee;i t eu I o rayu 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-Jf—AYDDMviNENxoKBq9udixRRiQwnutAkUVqQPyJf9a
2-0-0 0 3 B
Nle = 1:42.4
4x4 3x6 FP=
8 9 10 11
19 18
4x4 4x8
6XB
4x5 3x4
12 13 14 15
cp 9
99
17 16
5x12 —
12-5-0 13-6-8
0 13-5-0,, 24-6-9 2 1
8 i 1 -0-0 1 1 11-0-1
1-0-0 0-1-8
1, T1 6:0-1 -8, Edge], [19:0-1 -8, Edge], [20:0r1-8,Edqe1
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.7 Vert(LL) 0.31 19-20 948 480 MT20 244/190
TCDL 20.0 Lumber DOL
1
1.00 BC 0.8'9 Vert(CT) 0.50 19-20 582 360 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.6b Horz(CT) 0.10 15 n/a n/a
BCDL 5.0 Code FBC2017/-rP]2014 Matrix-S I Weight: 140 lb FT = 20%F, I I %E
LIUMBER- BRACING -
TOP CHORD 2x4 SP M 30(flat) TOPCHORD Structural wood sheathing directly applied or 5-7-1 oc purlins,
BOT CHORD 2x4 SP M 30(flat) except end verticals.
WEBS 2x4 SP No.3(flat) *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
1-23,15-17: 2x4 S P 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 vvh n shown.
TOPCHORD 1-3=-1 999/0, 3-4=-1 994/0, 4-5=-4439/0, 5-6=-4439/0, 6-7=-5 18/0, 7-8=-5018/0,
8-9=-501 8/0, 9-11 =-4439/0, 11-12=-4439/0, 12-13=-1 994/0, 13-15=-1 999/0
BOTCHORD 22-23=0/3429, 20-22=0/4956, 19-20=0/5018, 18-19=0/4956, 17-18=0/3429
WEBS 7-20=-544/226, 8-19=-541/225,1-23=0/2423, 3-23=-290/0, 4.23=-1778/0, 4-22=0/1252,
5-22=-315/0, 6-22=-760/0, 6-20=-309/695,15-17=0/2423,13-17=-290/0,12-17=-1 778/0,
12-18=0/1 252, 11 -1 8=-315/0, 9-1 8=-749/0, 9-19=-308/692
NOTES-
1 ) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 2x3 MT20 unless otherwise indicated.
4) The Fabrication Tolerance at joint 21 = 11 %
5) 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.
6) Gap between inside of top chord bearing and first diagonal or vertical web s6li not exceed'o.5001n.
I
Walter P. Finn PE No.22839
li USA, Inc. FL Cert 6634.
6904 Parke East Blvd. Tampa FL 33810
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 100=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 p6rameters and properly Incorporate this design Into the overall
bulidingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or horcl 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, seeANSL fpll Quality Criteria, DSB-89 and BCSI BuDdIng Component 6904 Parke East Blvd.
Safety Informationovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexad.drlo, VA 22314. Tampa, FL 33610
Job Tru S Truss Type City Ply ACQUAVISTA
T1 5571947
75580 FLD Floor
Job Reference (optional)
unamners I russ, Inc., i--ort merce, M uJou s iviar 11 20118 ViiTek inciusiries,inc. Tue Nov 12i 08:22:17 2018- Page i
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-JL yDDMviNENxoKBq9udixxxiWTnssAkUVqQPyJf9a
0-3-8
2-6-0 1-8-0 2-0-0 1-8-0 q-3-P
I 9cale = 1:28.5
5x6 11 3x4 2X3 11 3x4 x3 11 2X3 11 3x4 2x3 11 3x4 5x6 11
1 2 3 4 5 6 7 8 9 10
C
e
Z7 9 6
CP &
16 15 4 13 12 11
2X3 11 48 3)4 3x4 4X8 2X3 11
7-2-8 714PO 8-4-0 1 9-4-0 2 16-4-8 1216-11-0 OV118 op Uio1-0-0 1 1-0-0 6-11-0 0-3-8
Plate Offsets (X,Y)-- 1:0-3-0_ Edge], [5:0-1-8, Edge], [6:0-1-8,0-0-01, [10:0-3-0 Edge], [11:0-1 -8, Edgel, 13:0-1 -8, Edge],[ 1 4:0 1 -8, Edge]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.319 Vert(LL) -0.14 14-15 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 B 0.17 Verl(CT) -0.19 14-15 >999
BCLL 0.0 Rep Stress Incr YES W 0.78
360
Horz(CT) -0.03 10 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 94 lb FT = 20%F, I I%E
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30(flat) TOP CHORD. 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=-1260/0, 3-4=-1254/0, 4-5=-2189/0,5-6=-2189/0,6-7=-2 8910, 7-8=-125410, 8-10=-1260./O
BOT CHORD 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=- 67/0, 4-14=0/538,10-12=0/1524, 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 lo each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by othe means.
3) Gap between inside of top chord bearing and first diagonal or vertical web sl Iall not exceed 0.500in.
Walter P. Finn PE No.22839
MiTak USA, Inc. FL Cert 6634
69(14 Parke East Blvd. Tampa FL 3381 D
Date:
November 13,2018
WARNING -Verity design parameters and RE40 NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF-7473 rev. 10MV2015 BEFORE USE.
Design valid for use only with MFfek@ connectors. This design Is based only upon parom4ters shown, and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design p6rometers and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or bhord 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 MiTdk*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS' 11 Quality Crilloda. DSO-89 and BCSI BuIlding Component 6904 Parke East Blvd.
Safety Informiationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, A3exa aria, VA 22314. Tampa, FIL 33610
Job Truss Truss Type Oty Ply ACQUAVISTA
T15571948
75580 FLE Floor 7
Job Refer,
uriamDers iruss, Inc., t-ort merce, t-L
2-7-8
M 11 3x4 2X3 11
1 2 3
10
2X3 11
9
3x4
3*'Jv 5 IvIEir I I ev 13 "11 1 wK IfluubL[luts, 111U. I UU Mv 10 uo;44; 10 4V 10 rdyu I
ID:fsZHWxfOKVohuokTKMpBXwyJwY7-nrYZAZE—gOV5?5MWkXg7A%iUkg6wzWQL.KzBFOyryJf9Z
42X3 11
3x4
8
5
3x4 = 3x6 11
6
7
2X3
PA Scale: 3/4'=1'
9
09
d, cli
0-3-8' 2-9-0 01-1-18 1 1-0-0 1-0-0 011-18 2-9-0 '0-3-8'
Plate Offsets (X,Y)-- [3:0-178, Edge], [4:0-1-8, Edgel, [7:0-1-8, Edgel, [8:0-1-8, Ed gel, [9:0-1 -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 0.30 Vert(LL) -0.04 7-8 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.26 Vert(CT) -0.05 7-8 >999 360
BCLIL 0.0 Rep Stress Incr YES WEI 0.2b Horz(CT) -0.00 6 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matdx-S I Weight: 48 lb FT = 20%F, 1 1%E
LUMIBER- BRACING -
TOP CHORD 2x4 SP M 30(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
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) 1=496/0-3-0, 6=496/0-3-0
FORCES. (lb) - Max. Comp.[Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-3=-506/0, 3-4=-501/01- 4-6=-506/0
BOT CHORD 8-9=0/501
WEBS 3-9=-304/0, 4-8=-304/0, 1-9=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 I o 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 sh, all not exceed 0.500in.
Walter P. Finn PE No.7039
MiTek USA, Inc. FL Cert 6 634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
November 13,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473re. 101=015 BEFORE USE.
Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not MFatrusssystem. Before use; the building designer must verify the applicability of design pa'rameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or hord members only. Additional temporary and permanent bracing M!Tdk* Is always required for stability and to prevent collapse with possible personal Injury and Oroperty damage, For general guidance regarding the
fabrIcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI1SafetylinformationovallablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, AJexonoria, Quality Criteria. DSB-89 and BCSI Building ComponentVA22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job Tru s Truss Type City Ply Q AVISTAACU
T15571949
75580 FLF Floor 7 1
Job
Chambers Truss, Inc., Fort Pierce, FL 8.1,30 s Mier it 2018 MiTek industries, inc. Tue Nov 13 08;22;19 2018 Page 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-Fl5xNvFcRKdycF)41FBMi7OtJVBpF[XTCo—xU]yJf9Y
0-3-8
2-6-0 2-2-0 2-0-0 2-2-0 V"TS 1:30.3c6e
5x6 11 3x4 2x3 11 3x4 2X3 11 2x3 11 3x4 2x3 11 3x4 5x6 11
161234 6 7 8 9 10
c
999
16 16 14 13 12 11
2x3 I I 4x6 3j(4 3x4 4xB 2x3 11
B-10-0 9-11-8
7-8-8 MO-0 9-10-0 i 17-4-B 0Ell7-5-0 bliLB 1-o-o 1-o-o oJ118 7-5-0
Plate Offsets (X,Y)-- [1:0-3-0_ Edgel, [5:0-1 -8, Edqel,. [6:0-1-8,0-0-01, [10:0-3-01 Edgel, r1 1:0- 1 -8, Edge], 13:0-1-8, Edgel, [114:0-1 -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 0.43 Vert(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
0.0 Rep Stress Incr YES WB 0.78 Horz(CT) -0.03 10 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 98 lb FT = 20%F, I I%E
LUIMBER- BRACING-
TOPCHORD 2x4 SP M 30(flat) TOP CHORD' 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=-1 350/0, 3-4=-1 345/0, 4-5=-2479/0, 5-6=-2479/0, 6-7=-2 1 79/0, 7-8=-1 345/0, 8-1 0=-1 350/0
BOT CHORD 14-15=0/2137, 13-14=0/2479, 12-13=0/2137
WEBS 5-14=-306/0, 6-13=-306/0, 1-15=0/1 634, 3-15=-305/0, 4-15=- 82/0, 4-14=0/632, 10-12=0/1 634, B-12=-305/0,
7-12=-982/0, 1-13=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 a each truss with 3-1 Od (0. 131 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by othe means.
3) Gap between inside of top chord bearing and first diagonal or vertical web s all not exceed 0.500in.
Walter P. Finn PE No.22839
MiTelk USA, Inc. FL Carl 6634
69114 Parke. East Blvd. Tampa FL 33810
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED wil EK REFE—E I -GE MX7473 rev. 1WO312015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon porame6s shown, and is for an Individual building component not wtatrusssystem. Before use, the building designer must verify the applicability of design pdrameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or 6hord members only. Additional temporary and permanent bracing M!Tek* Is always required for stability and to prevent collapse with possible personal Injury and droperty damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVF.P.11 Quality CrIltorla, DSB-89 and BCSI Bugdlng Component 6904 Parke East Blvd.
Safety [nfoffnationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, AlexaTrlo, VA 22314. Tampa, FIL 33610
Job Tru s Truss Type Qty Ply ACQU"ISTA
T15571950
75580 FLG Floor 7 1
Jot
L;namDers I russ, Inc., t-ori merce, t-L
0-3-8
H i
2-6-0
ti. iou s rviar 1 1 ieU 10 JVII I eK InLIUS1neS, Inc. I ue v4ov jo ut5;ze:;zu zu i a rage I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-iEfJbFGECelpEPWvsyibFKZ3OvWE—CEdQRkU1 kyJf9X
2-0-0
Scei e = 1:31.4
5X6 11 3x4 2X3 11 3x4 X3 11 2X3 3X4 20 X4 5x6 11
1 2 3 4 5 6 7 8 9 10
c
I-
990C
16 15 14 13 12 11
2X3 410 3K4 3X4 4x10 2X3 11
10-3-8
8-0-8 02 -0 18-0-8 4
7-9-0
10-2-0of _o 1-0-0 oiILB 7-9-0 bO
Plate Offsets (X,Y)-- 1:0-3-0_Edqel,[6:0-1-8,Edqel,[6:0-1-8,0-0-01,[ld 0-3-0,Edge],[11:0-1-8,Edgel,[13:0-1 8,Edgel, 14:0-1-8,Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(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 0.811 Horz(CT) 0.04 10 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 101 lb FT = 20%F, 11 %E
LIUMBER- BRACING-
TOPCHORD 2x4SPM30(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
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), 1=1146/0-3-0,10=1146/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-3=-1410/0, 3-4=-1405/0, 4-5=-2685/0, 5-6=-2685/0, 6-7=-2d85/0, 7-8=-1405/0, 8-10=-1410/0
BOTCHORD 14-15=0/2262,13-14=0/2685,12-13=0/2262
WEBS 5-14=-309/0, 6-13=-309/0,1-15=0/1708, 3-15=-297/0, 4-15=- 062/b, 4-14=01706, 10-12=0/1708, 8-12=-297/0,
7-12=-1062/0, 7-13=0/706 11
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 tIa each truss with 3-10d (0.131 " X 3") nails..
Strongbacks to be attached to walls at their outer ends or restrained by othe 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.2039
MiTak USA, Inc, FL Ceti 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE M11-7473 rev. 1WO312015 BEFORE USE.
Design valid for use only with M[Tek@ connectors. This design Is based only upon parame6rs shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design pdrameters 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 ,roperty damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVT.P.11 Quality Cdtorlo, DSB-89 and BCSI Bugdlng Component 6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, .218 N. Lee Street Suite 312, Alexalla, VA 22314. Tampa, FIL 33610
Job Tru s Truss Type Qty Ply Ar QUAVISTA
T15571951
75580 FLH Floor 1 1
Job Reference (optional)
L;naMDers truss, Inc., ron rierce, I`-L
0-3-8
i--d i 2-6-0
4X6 11 M 2X3 11
2 3
2-4-0
3A
4 T
0.11)Ub rVidl 1 1 4u I a IVII I UK[] luubulub' u 1U. I uU 1VUV 10 u0--m — 10 ra jw I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-jEfJbFGECe]pEPWvsyibFKZ5Lvay—GfdQRkUlkyJf9X
i
2-4-0
2X3 11 3x4 4XIS 11
5 3X4 6 7 8
S P2ale = 1:22.1
6
14 13 12 11 10 9
2X3 11 3x8 2X3 11 2X3 11 3X8 2X3 11
5-6-0 Ro-do 12-8-823-3 5-2-8 11 71-20 5-2-B 0-3-8
Plate Offsets (X,Y)-- [1:0-3-0_ Edge], [4:0-1 -8, Edgel, [5:0-1-8, Edge], 18:0-3-0, Edge], [9:0-1 -8, Edge],[ 11:0-1 -810-0-01, rl 2:0-1-8, Edgel
LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in ([cc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.22 Vert(LL) -0.08 10-11 999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.36 Vert(CT) -0.09 10-11 999 360
BCLL 0.0 Rep Stress Incir YES WB 0.53 Horz(CT) -0.01 8 n/a n/a
BCDL 5.0 Code FBC2017[TP12014 Matrix-S Weight: 75 lb FT = 20%F, 1 1%E
LUMBER-, BRACING -
TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,
BOT CHORD 2ASP 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. (115) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-3=-922/0, 3-4=-917/0, 4-5=-1 296/0, 5-6=-917/0, 6-8=-922/0
BOTCHORD 12-13=0/1 296, 11-12=0/1 296, 10-11 =0/1 296
WEBS 1-1 3=0/1 114, 3-13=-346/0, 4-13=-558/0, 8-1 0=0/1 114, 6-1 0=-P46/0, 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 cc and fastened t10 each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by othe 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.22839
MiTek USA, Inc. Fl. Cart 6634
6904 Paft East Blvd. Tampa Fl. 33610
Date:
November 13,2018
WARNING- Verifydesign parameters and READ NOTES ON THISANDINCLUDED M1TEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with . VIiTek5 connectors. This design Is based only upon parame6rs shown, and Is for an Individual building component, no
a truss system. Before use, the building designer must verify the applicability of design pdrameters and properly Incorporate this design Into the overlall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or 6hord members only. Additional temporary and permanent bracing Welk' way' 'equlred 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, seeANSVrp.11 Quality Cdtuda, DSB-69 and SCSI BuldIng Component
Safety Infounatlonavolloble from Truss Plate Institute,'218 N. Lee Street, Suite 312, AdexanIrla, VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job Trur a Truss Type City Ply ACQUAVISTA
1 T15571952
75580 FLI Floor 2
Jot-_._
Chambers Truss, Inc., Fori Pierce, FL 8.130 s Mar 11 2uiti mi i eK indusines, Inc. Tue Nov i3 06:22:2i 201i8 Page i
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-BQDhobHszxugsZ55QfDqoY5G2Jvgjihnif5T2ZAyJf9W
0-3-8
2;6;0 2-4-0 2-0-0 2-4-0
S6 Tle L 1:22.1
5x6 3x4 2x3 11 3x4 2x3 I I' 3x4 5x6 11
1 2 3 4 5 3x4 6 7 6
I P
1; 9 9' c6
14 13 1 11 10 9
112x33x82X3 2x3 3x8 2x3 11
1
1-0-0
LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.23 Vert(LL) 0.08 10-11 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.39 Vert(CT) 0.11 10-11 >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 FBC2017fTPl2014 Matrix-S I Weight: 71 lb FT = 20%F, 1 1%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) 1=799/0-3-0, 8=799/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wheo shown.
TOPCHORD 1-3=-1118/0,3-4=-1113/0,4-5=-1576/0,5-6=-1113/0,6-8=-llilB/O
BOT CHORD 12-13=0/1 576, 11-12=0/1 576, 10-11 =0/1 576
WEBS 1-1 3=0/1 277, 3-13=-340/0, 4-13=-638/0, B-1 0=0/1 277, 6-11 u=-340/0, 5-1 0=-638/0
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 otherl 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.22839
MITek USA, Inc. FIL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING -Verify design pmmters.ndREAD NOTES ON THIS AND INCLUDED MffEKREFERANCE PAGE 11411-7473 rev. lwa3)2015 BEFORE USE.
Design valid for use only with MiTek@ connectors, This design Is based only upon parameter shown, and Is for an Individual building component, not
a truss system. Before use; the building designer must verify 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 ch
Is for to
ord member only. Additional temporary and permanent bracing MiTek' always required stability and prevent collapse with possible personal Injury and p1perty
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVI?I1
domage. For general guidance regarding the
Quality Criteria. II)SIB-69 and BCSI Building Component 6904 Parke East Blvd.
Safety Informatlanovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexond a, VA 22314. Tampa, FIL 33610
Job Truss Truss Type Qty Ply ACQUAVIII TA
T15571953
75580 FLJ Floor 1 8
Job
L;namDers I russ, Inc., t-orl merce, t-L
0-3-8
i 2-6-0
ti.ious mar ii zuits PAi ieK inousines, Inc. iue NOV 16 Ut5:ZZ:ieZZU1t5 t-age I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-gcn3?xHUkFOWTig[zNk3KIeOgiBzS5pwu]Db5dyJf9V
2-0-0 2-0-0
Scale = 1:29.7
6xB 3x4 2X3 11 3x4 X3 11 2X3 11 3x4 2x3 I I 3x4 6x8 =
1 2 3 4 6 7 8 9 10
99c?
16 15 14 13 12 11
2X3 11 4x10 3L 3x4 4x10 2X3 11
7-6-8 2__o 2 9 17-0-8 1F423-1 7-3-0 0 442 11.8 1.0- 1.0 -6 0?1[8 7-3-0 0-3--
Plate Offsets (X,Y)-- rl:0-1 -8, Edgel, r5:0-1 -8, Edgel, [6:0-1-8,0-0-01, r1 0:0-1 -8,Edgel, [111:0-1 8, Edge], [13:0-1 -8, Edge], [14:0-1-8, Edge]
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (Io'c) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.18 14-15 >999 4BO MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.56 Vert(CT) -0.26 14-15 >756 360
BCLL 0.0 Rep Stress Incr YES WB 0.0 Horz(CT) -0.04 10 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S I Weight: 92 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=1081/0-3-0, 10=108110-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whep shown.
TOPCHORD 1-3=-1601/0, 3-4=-1596/0, 4-6=-2893/0, 5-6=-2893/0, 6-7=-2893/0, 7-8=-1596/0, 8-10=-1601/0
BOTCHORD 14-15=0/2523,13-14=0/2893,12-13=0/2523
WEBS 5-14=-305/0, 6-13=-305/0,1-15=0/1832, 3-15=-299/0, 4-15=- 082/0, 4-14=0/671, 10-12=0/1832, B-12=-299/0,
7-12=-1082/0, 7-13=0/671
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 0.5001n.
Walter P. Finn PE No.22839
MiTek USA, Inc. F.L Cert 6634
6904 Paris. East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - I/brify d..Ign prm.t.,s and READ NOTES ON THIS AND INCLUDED R—c— J-GE 11,111-7473 rev. 101031201S BEFORE USE.
Design valid for use only with Mffek@ connectors. This design Is based only upon parame ers shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or 6hord
and properly Incorporate this design Into the overall
members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and pioperty damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVI.P.11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informatlanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Adexandria, VA 22314. Tampa, FIL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T1 5571954
75580 FILIK Floor 2
Job Reference(optional)
Chambers Truss, inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiiTek indusines, inu. .1 ue Nov 13 08:22:22 2018 Fayu 1
ID:fsZHWxfOKV.ohudkTKMpBXwy4wY7-gcp3?xHUkFOWTig[zNk3KIeQviCE§5dwu[Db5dyJf9V
2-6-0 2-1-14 2-0-0 1-11-15
Scale 1:29.4
2x3
3x4
3x6 3x6 2X3 11 3x 2x3 11 3x4 2x3 11 3x4 6xB
1 2 3 41 5 6 7 8 9
C,
9
9 c?
T
15 16 14 1 12 11 10
3x8 2 3 3x4 4x10 2x3 11
7-7-14 17-0-5 3
7-7-14
7 104 %;7.1049
1(
6
0? 8 7-2-15
Plate Offsets (X,Y)-- 1: Edqe,0-1 -81, [4:0-1-8, Edge], [9:0-1 -8, Edge], [10:0-1 -8,Edgel, 12:0-1-8, Edge]
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) 0.12 13 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.56 Vert(CT) 0.20 13 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.02 9 n1a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S I Weight: 93 Ito FT = 20%F, 11 %E
LUMBER- IBRACING-
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=1094/0-3-0,16=1094/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whep shown.
TOPCHORD 2-3=-2593/0, 3-4=-2593/0, 4-5=-2964/0, 5-6=-2964/0, 6-7=-1 6118/0, 7-9=-1 623/0
BOT CHORD 14-15=0/1612,13-14=0/2964,12-13=012964,11-12=0/2571, 1 5-16=-1094/0
WEBS 2-16=-1 869/0, 2-14=011 145, 3-14=-28210, 4-14=-448/0, 9-11 =0/1 857, 7-11 =-299/0,
6-11 =-1 112/0, 6-12=0/492 1
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 do 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 truss with 3-1 Od (0.131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by otherl means.
3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
4) CAUTION, Do not erect truss backwards.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING -Varify design parameters and RE4D NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE M11-7473 rev. 101173,2015 BEFORE USE.
Design valid for use only with Mrrekg connectors. This design is based only upon paramet Iprs shown, and Is for an Individual building component, not
truss Before the building designerasystem. use; must verify the applicability of design poeometers 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 p piperty damage. For general guidance regarding the
fabrication, storage, delivery, erectIon and bracing of trusses and truss systems, seeANSVIPIJ Quality CrItarla, DSB-89 and BCSI Building Componont 6904 Parke East Blvd.
Safety Informatlarlovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Tru s Truss Type City Ply ACQUAVISTA
T15571955
75580 FILL Floor 4
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8J 30 a mar i i 20i 8 MiTek indusiries, Inc. Tue Nov i 3 08:22:23 20i8 Page i
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-BpLSDH16VZ8N5sFUX4GItzBaC7YaBZA37Py9e3yJf9U
2-6-0 1-9-14 2-0-0 1-7-14 T?4'
Scale 1:26.3
3x4 11 3x5 2x3 11 M 2x3 11 M 2X3 11 3x4 5x6 11
1 2 3 5 6 7 8 9
I -IT I
9
C? 9
15 14 1 12 11 10
3x6 3x6 2x3 3x4 48 2X3 11
7-3-14 1' 1-0-0 , 1-0-0 0-T8 6-'
1`11-PH— fl-l-Al M-n-11-A P:,i—i rr-n-l-A n.n-nl ro.n.,a-n Pri—I Tin-n-l-A P,1-1 rig-n-l-A Pri-1 Wa-0-1-ja PH-1
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.38 Vert(LL) -0.13 11-12 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.18 11-12 >999 360
BCLL 0.0 Rep Stress Incr YES W13 0.74
1
Horz(CT) 0.02 9 n1a n1a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S I Weight: 95 lb FT = 20%F, 11 %E
LIUMBER-
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 15= 105 1 /Mechanical, 9= 1051/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
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.
TOPCHORD 2-3=-2010/0, 3-4=-2010/0, 4-5=-2245/0, 5-6=-224510, 6-7=-1273/0, 7-9=-1278/0
BOTCHORD 14-15=0/1267,13-14=0/2245,12-13=0/2245,11-12=0/1994 I
WEBS 5-12=-296/0,2-15=-1557/0,2-14=0/921,3-14=-31110,4-14=-541/0,9-11=0/1547,7-11=-314/0,6-11=-893/0,
6-12=0/554 1
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 truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other imeans.
4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
5) CAUTION, Do not erect truss backwards.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
No.vember 13,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE 11411-7473 rev. la(0312015 BEFORE USE
Design valid for use only with MFrek@ connectors. This design Is based only upon paromete'rs shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parbmeters
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord
and properly Incorporate this design Into the overall
members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and pr operty damage. For general guidance regarding the
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSMIISafetyInformationovallablefromTrussPlateInstitute, 218 N. Lee Street Suite 312, Alexandria, Quality Cilliterla, DSB-89 and BCSI Building ComponentVA22314.
6904 Parke East Blvd.
Tampa, FIL 33610
Job Truss Truss Type Ply ACQUAVISTA
T15571956
75580 FLM Floor laty6
Job Reference (optional)
unamDers I russ, Inc., t-on merce, t-L
0-3-8
1
2-6-
ts.1jus mar ii zuiu miteK industries, Inc. I Ue NOV 10 Ut3:ZZ:Z4ZU1IJ Vage 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-c?vqQdJlGsGEjOqg5onXPAjlzWuswOTCL3iiAVyJf9T
i 2-0-0
d 1
1-9-10
Scale = 1:27.9
5x6 11 3x4 2x3 11 3x4 X3 11 3x4 2x3 11 3X5 3x4 11
1 2 3 4 6 7 8 9
c
C
9
C
15 14
1
13I 12 11 10
2x3 11 4x8 3k4 2X3 3x6 3x6
7-2-2 zJ"i-, 310OL 3,
0.
L 16-7-3
6-10-10 1ivo ;w 7-3-710
Plate Offsets (X,Y)-- [1:0-3-0,Edqel,[5:0-1-8,Ed_qel,r6:0-1-8,Edgel,rl2:0-1-8,Ed_qel,rl3:0-1-8,Ed-ge1
LOADING (psf) SPACING- 2-0-0 CS1.
I DEFL. in loc) Vdef] Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.36, Vert(LL) -0.13 13-14 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.18 13-14 >999 360
BCLL 0.0 Rep Stress Incr YES W13 0.7 Horz(CT) 0.02 10 n1a n1a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S I Weight: 95 lb FT 20%F, I 1%E
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
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) 10=1048/Mechanical, 1=1048/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wheri shown.
TOPCHORD 1-3=-1273/0, 3-4=-1268/0, 4-5=-2231/0, 5-6=-2231/0, 6-7=-2001/0, 7-8=-2001/0
BOTCHORD 13-14=0/1985,12-13=0/2231,11-12=0/2231,10-11=0/1263 I
WEBS 5-13=-296/0,1-14=0/1541,3-14=-314/0,4-14=-888/0,4-13=0/549,8-10=-1552/0,8-11=0/915,7-11=-309/0,
6-11 =-537/0 1
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 truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other Imeans.
4) Gap between inside of top chord bearing and first diagonal or vertical web sh 'all not exceed 0.500in.
5) CAUTION, Do not erect truss backwards.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
November 13,2018
WARN1NG - Verify design parameters and READ NOTES ON THISANDINCLUDED MfTEKREFERANCE PAGE MIA7473 rev. MMOISBEFORE USE.
Design valid for use only with Mffek(D 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 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 temporaryand permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and pr6perty damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erecfion and bracing of trusses and truss systems, seeANSVIIPI1 Quallty Criteria, DSB-89 and BCSI BuNdIng Component 6904 Parke East Blvd.
Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexon&la, VA 22314, Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQUAVIII TA
T15571957
755BO GFZ FLOOR 1 2 Job R ference (optional)
Chambers Truss, inc., Fort Pierce, t-L 8.130 9 Miar 1! 2018 IVII I eK 111UU541US, iriu. i ue Nuv IS 08 ' 22:2520i6 rdye i
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-4BTCeyKNlAO5KAPsfV[myOGnCw9Vfr2MajRFiyyJf9S
4-1-15 B-2-1 12-4-0
4-1-15 4-0-3 4-1-15
Scale = 1:21.4
THD46 THD46 3X4 11 3X4 5x14 =
1
5x14
9 10 2 3 4
Ll
IT 11 H 11 11 11 M H I H H HU 11
8 11 7
THD46
12 13 14 6
7X10 =
15 16 17 5
5x6 THD46 6x12 THD46 THD46 THD46
THD46
THD46 THD46 THD46 5X8 MT18HS 11
THD46
4-1-15 B-2-1 12-4-0
1-15 4-0-3 4-1-15
Plate Offsets (X,Y)-- [6:0-2-4,0-4-81,[7:0-5-8,0-2-i2I
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in ([cc) Ydefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.16 6-7 >902 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.85 Vert(CT) -0.26 6-7 >559 360 MT18HS 244/190
BCLL 0.0 Rep Stress Incir NO WB 0.71 Horz(CT) 0.02 5 n/a n/a
BCDL 5.0 Code FBC2017/TP]2014 Matrix -MS Weight: 165 lb FT = 20%
LUIMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-8-1 cc 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 cc bracing.
1-8,4-5: 2x6 SP No.2, 1-7,4-6: 2x4 SP M 31
REACTIONS. (lb/size) 8=7340/Mechanical, 5=6549/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wher shown.
TOPCHORD l-8=-5653/011-2=-1 1897/0, 2-3=-1 1897/0, 3-4=-12044/0, 4-5=-,4859/0
BOTCHORD 7-8=0/925, 6-7=0/1 2044, 5-6=0/901
WEBS 1-7=0/1 1786, 2-7=- 1442/0, 4-6=0/1 1970
NOTES-
1) 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 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc.
Webs connected as follows: 2x4 - I row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) All plates are MT20 plates unless otherwise indicated.
4) Refer to girder(s) for truss to truss connections.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Use USP THD46 (With 16d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 1-3-12 from the
left end to 3-3-12 to connect truss(es) to front face of top chord.
7) Use USP THD46 (With 16d nails into Girder & 1 Od nails into Truss) or equiva ent spaced at 2-0-0 cc max. starting at 5-2-4 from the
left end to 11-2-4 to connect truss(es) to front face of bottom chord. 1
8) Use USP THD46 (With 16d nails into Girder & I Od nails into Truss) or equiva ent spaced at 2-1-8 cc max. starting at 0-2-12 from the
left end to 10-4-4 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 I
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 1-4=-120, 5-8=-10 Walter P. Finn PE No.22839
Concentrated Loads (lb)
MiTek USA, Inc. FL Cert 0634
Vert: 8=-1 042(B) 7=-1 038(6) 6=-I 038(B) 9=-974(F) 1 0=-974(F) 11 =-1 038(B) 12=-1 041 (F) 13=-1 038(B) 14=-I 041 (F)
15=-1041(F) 16=-1038(B) 17=-1042(F)
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED mil—REFF—WE PAGE 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, not
a truss system. Before use, the building designer must verify the applicability of design pardmeters and properly Incorporate this design Into the overall wt
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chbrd members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and prdperty, damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVM.11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrio, VA 22314. Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T15571958
75580 GRA HIP GIRDER 1 2 Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
2-0-0 . 3-10-5 . 7-0-0
8.1130s Mar ll 2018 MiTek Industries, Inc. Tue Nov 13 08:22:28 2018 Pagel
LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (loc) Vdef] Lid
TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.54 13-14 595 240
TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.29 13-14 999 240
BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.07 10 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS I
LIUMBER-
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3 *Except*
5-17: 2x4 SP M 30, 4-17:2x6 SP No.2
Scale: 3/16"=l'
c?
PLATES GRIP
MT20 244/190
MT18HS 244/190
Weight: 333 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 5-1 -0 oc bracing.
REACTIONS. (lb/size) 2=-722/0-8-0,17=5232/0-8-0, 10=2114/0-8-0
Max Harz 2=1 56(LC 7)
Max Uplift 2=-962(LC 18), 17=-8629(LC 8), 1 0=-3579(LC 8)
Max Grav 2=1 883(LC 6), 17=5232(LC 1), 1 0=2115(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-5598/3410, 3-4=-6001/3673, 4-5=-6001/3673, 5-6=-39626848, 6-8=-3962/6848,
8-9=-5188/8892, 9-10=-4769[7942
BOTCHORD 2-17=-3148/5449,15-17=-777/517,14-15=-777/517,13-14=-8169/5160,
12-13=-7256/4433, 10-12=-7174/43B9
WEBS 5-17=-4916/8294, 5-15=-960/487, 5-14=-6508/3885, 6-14=-412/487, 8-14=-1 348/2228,
8-13=-686/358, 9-13=-1 533/954, 9-12=-1 507/837, 4-17=-246/353, 3-17=-1 649/2586
NOTES -
I ) 2-ply truss to be connected together with 1 Od (0. 131 "x3") nails as,follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-5-0 oc.
Webs connected as follows: 2x4 - 1 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. I
4) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFIFIS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed.for a 10.0 psf bottom chord live load nonconcuirent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 100 lb uplift at joint(s) except at=lb)
2=962,17=8629,10=3579. Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
I
1 q or)l Q
WARNING -Vedry design parameters and READ NOTES ON THIS AND INCLUDED MFTEKREFERANCE PAGE M11-7473 rev. 1010312015 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 bullding designer must verify the appilcobility of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated Is to prevent buckllng of Individual truss web and/or chord members only. Additional temporary and permanent braclng MiTek'
Is always required for stability and to prevent collapse with possIble personal Injury and pr aperty damage. For general guidance regarding the
fabrication, storage, delivery, erection and braclng of trusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and Ill Building Component
Safety Informationavollable 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 y TA
T1557195B
75580 GRA HIP GIRDER 1
1 2 1 Job ference (optional)
Chambers Truss, Inc., Fort Pierce, FIL 11,13U s mar 11 21,11, M, I el, Industries, no, , ue NOV 13 111122:211 ZU111 ,age 2
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-UmBLG—MFK5mgCd7RKerTaOuLIBDfsn?oGhgwJGyJfgP
NOTIES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 269 lb down and 360 lb up at 7-0-0, 158 lb down and 111 lb up at
9-0-12,158 lb down and 111 lb up at 11-0-12,158 lb down and 111 lb up at 13-0-12,158 lb down and 111 lb up at 15-0-12,158 lb down and 111 lb up at 17-0-12, 158
lb down and 111 lb up at 17-11-4, 158 lb down and 111 lb up at 19-11-4, 1158 lb down and 111 lb up at 21-11-4, 158 lb down and 111 lb up At 23-11-4, and 158 lb down
And 111 lb up at 25-11-4, and 269 lb down and 360 lb up at 28-0-0 on top
I
chord, and 524 lb down and 1077 lb up at 7-0-0, 198 lb down and 360 lb up at 9-0-12, 198 lb
down and 360 lb up at 11-0-12,198 lb down and 360 lb up at 13-0-12,198 lb down and 360 lb up at 15-0-12,198 lb down and 360 lb up at 17-0-12,198 lb down and
360 lb up at 17-11-4, 198 lb down and 360 lb up at 19-11-4, 198 lb down and 360 lb up at 21-11-4, 198 lb down and 360 lb up at 23-11-4, and 198 lb down and 360 lb
up at 25-11-4, and 524 lb down and 943 lb up at 27-11-4 on bottom chordl The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-9=-70, 9-11 =-701 18-21 =-20
Concentrated Loads (lb).
Vert: 3=-49(B) 7=-7(B) 9=49(B) 12=-524(B) 24=-7(B) 25=-7(B) 26=-17(B) 27=-7(B) 29=-7(B) 31=-7(B) 32=-7(B) 33=-7(B) 34=-7(B) 35=-524(B) 36=-198(B)
37=-198(B) 38=-198(B) 39=-198(B) 40=-198(B) 41=-198(B) 42=-194(B) 43---198(B) 44=-198(B) 45=-198(B)
WARNING -Vefify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 101=015 BEFORE USE.
Design valid for use only with MlTek0 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 par6meters and properly 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 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 Criteria. Mill and III Bull Comporiont 690,4 Parke East Blvd.
safety Informatanovallable from Truss Plate Institute, 218 N. Leg Street, Suite 312, Alexandila, VA 22314.
I
Tampa, FL 33610
Job Tru s Truss Type 4 Qty ply ACQUAVISTA
1 T15571959
75580 GRB HIP GIRDER 1 2 Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Nov 13 08:22:32 2018
5-3-14 5-2-2 1 5-2-2
5xB MT1 BHS 3x4 11
4.50 F1_2
4x12 6x10 MT18HS=
3 24 25 4 26 27 28 5 6 29 30 31
5x8 MT1 8HS
4x12
32 7 33 34 8
Scale: 3/16'=1'
oi
C
2 9 C
1 oj 6
17
35 36 16 15 37 38 14 39 4041 42 13 12 43 44
11
5x12
3x8
5x8 MT1 8HS
3x8
5x8 MT1 8HS
3xB
5x12
3- -5 7-0-0 23 1 4 1716-0 2 8-10 31 -11 -1111 35-0-0
5_;_14 1 5-2-2
82i5 _ _2 53 1 -1—;-k33
Plate Offsets (X,Y)-- 2:0-3-4,Edge], [6:0-4-8,Edge], [8:0-0-0,0-0-0], 9:0-3-4, Edge], 11:0-3-8,0-1-8],[12:0-0-0,0-1-12],[13:Orl-12,0-0-0], 15:0-1-12,0-0-0], [16:0-0-0,0-1-12],
17:0-3-8,0-1-81 1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 1.41 14-15 297 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.83 14-16 503 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(CT) -0.37 9 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 364 lb FT = 20%
LUIMBER-
TOP CHORD 2x4 SP M 30 *Except*
3-6,6-8: 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=3312/0-8-0,9=3313/0-8-0
Max Harz 2=1 56(LC 7)
Max Uplift 2=-4961 (LC 8), 9=-4961 (LC 8)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-1-8 oc purlins.
BOTCHORD Rigid ceiling directly applied or 2-10-1 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wheri, shown.
TOPCHORD 2-3=-8169/12404,3-4=-7440/11488, 4-5=-12092/18724, 5-7=-12092/18724,
7-8=-7441/11489, 8-9=-8169/12405 1
BOTCHORD 2-17=-1 1343[7571, 15-17=-16434/10841, 14-15=-16434/10841, 13-14=-16434/10840,
11 -1 3=-1 6434/10840, 9-11 =-I 1344f7572
WEBS 3-17=-3830/2439, 4-17=-3853/5874, 4-15=-1 106/680, 4-14=-2165/1420, 5-14=-515/692,
7-14=-2165/1420, 7-13=-1 106/680, 7-11 =-3852/5873, 8-11 =-3630/2439
NOTES-
1 ) 2-ply truss to be connected together with 1 Od (0. 1 31"x3") nails as follows,
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 row. lggLd at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(5) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2p3f; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp, D; Encl., GCpi=0.18; MWFFIS (directional); Lumber DOL=1.60 plate giip DOL=1.60
5) Provide adequate drainageto prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 11
9) Provide mechanical connection (by,others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=4961,9=4961.
Walter P. Finn PE No.22839
MlTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parometers and properly Incorporate this design Into the overall
building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or ch, ord members only. Additional temporary and permanent bracing MWIsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryrandpropertydamage. For general guidance regarding the
fabricaflon storage, delivery, erection and bracing of trusses and truss systems, seeANSVTFII Qualify 01tedo, DS949 and BCSI BuIlding Component 6904 Parke East Blvd.
Safety Infoii;otionovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexand la, VA 2 2 14. Tampa, FL 33610
Job Tru a Truss Type A j Qty Ply ACQUAVIII TA
T1 5571959
755BO GRB HIP GIRDER 1 2 Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Nov 13 08:22:32 2018 Page 2
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-NXOr6.MPmNKG6gFRDZTwPk.s3zklWzocFOBJe7S2yJf9L
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to suppoirt concentrated load(s) 269 lb down and 360 lb up at 7-0-0, 158 lb down and 111 lb up at
9-0-12, 158 lb down and 111 lb up at 11 -0-12, 158 lb down and I I I lb up at 13-0-12, 158 lb down and 111 lb up at 15-0-12, 158 lb down and 111 lb up at 17-0-12, 158
lb down and 111 lb up at 17-11-4, 158 lb down and 111 lb up at 113-11-4, 158 lb down and 111 lb up at 21-11-4, 158 lb down and 111 lb up at 23-11-4, and 158 lb down
and 111 lb up at 25-11-4, and 269 lb down and 360 lb up at 28-0-0 on top 'chord, and 524 lb down and 1092 lb up at 7-0-0, 198 lb down and 422 lb up at 9-0-12, 198 lb
down and 422 lb up at 11-0-12,198 lb down and 422 lb up at 113-0-12,196 lb down and 422 lb up at 15-0-12,198 lb down and 422 lb up at 17-0-12,198 lb down and
422 lb up at 17-11-4, 198 lb down and 422 Ib up at 19-11-4, 198 Ib down alind 422 lb up at 21-11-4, 198 16 down and 422 lb up at 23-11-4, and 198 lb down and 422 lb
up at 25-11-4, and 524 lb down and 1092 lb up at 27-11-4 on bottom chor. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plo
Vert: 1-3=-70, 3-8=-70, 8-10=-70,18-21=-20
Concentrated Loads (lb)
Vert: 3=-49(F) 6=-7(F) 8=-49(F) 17=-524(F) 1 1=-524(F) 24=-7(F)
37=-198(F) 38=-198(F) 39=-198(F) 40=-198(F) 41=-198(F) 42=-Ig
F) 26=-7(F) 27=-7(F) 29=-7(F) 31=-7(F) 32=-7(F) 33=-7(F) 34=-7(F) 35=-198(F) 36=-198(F)
43=-198(F) 44=-198(F)
A WARNING -Vefify design parameters and READ NOTES ON THIS AND INCLUDED MffEKREF ERANCE PAGE 11111-7473 rev. 1WO31201S BEFORE USE.
Design valid for use only with MiTek@ connectors. This design Is based only upon paramete Irs shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verity the oppllcablllty of design pardmeters 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 pr6perty damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMll Quality Crff da, DSB-69 and OCSI BuRdIng Componant 6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexand a, VA 22314.
0
Tampa, FL 33610
Job Tru s Truss Type City Ply ACQUAVIII TA
T15571960
75580 GRC Hip Girder 1
Job Reference (optional)
Unambers I russ, Inc., Ir-on Hierce, t-L. U.13U s Mar 11 Zulu Mi I eK Industries, Inc. I ue NOV 13 U822:33 201t] vage 1
2-0-0 3-10-5 3-1-11 3-0-0 3-0-0 3-1-11 3-10-5 2-0-0
Scale 1:39.1
TxB MT18HS k
3 x8 7xB MT18HS /I
4.5OF1-2
3
Oi
17 4 18 5
C
2
T
C
6
0
LLI
7
10
19
9
20
8
4xlO
3x4 5x6 3.X4
4x10
3- 7-0-0 1,100 300 1 20-0-0
10., 3-1-11 + 3.1'02 3--1--1111 3-10.5
Plate Offsets (X,Y)-- [2:Edge,0-0-41, [6:Edge,0-0-41, [9:0-3-0,0-3-01 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 0.76 Vert(LL) 0.47 8-9 >513 240 MT20 244/190
TCDI- 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.28 9 >871 240 MT18HS 2441190
BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) -0.15 6 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 88 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP M 31 *Except' TOPCHORD Structural wood sheathing directly applied or 3-5-2 oc purlins.
3-5: 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-10-8 oc bracing.
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1818/0-8-0,6=1818/0-8-0
Max Horz 2=-156(LC 6)
Max Uplift 2=-2664(LC 8), 6=-2664(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3929/5892, 3-4=-3666/5711, 4-5=-3666/5711, 5-6=-3929/5892
BOTCHORD 2-1 0=-5251/3605, 9-1 0=-5787/3884, 8-9=-5787/3884, 6-8=-5281/3605
WEBS 3-1 0=-1 565/976, 4-1 0=-404[745, 4-9=-791/300, 4-8=-404/745, 8=-1 565/976
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=37ft; B=55ft; 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) The Fabrication Tolerance at joint 3 = 16%, joint 5 = 16%
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 ini 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
8) Provide mechanical connection (by others) of truss to bearing plate capable Or withstanding 100 lb uplift at joint(s) except at=lb)
2=2664,6=2664. 1
9) Hanger(s) or other connection device(s) shall be provided sufficient to supportl concentrated load(s) 269 lb down and 361 lb up at
7-0-5, 158 lb down and 111 lb up at 9-0-12, and 158 lb down and 111 lb up at: 10-11-4, and 269 lb down and 361 lb up at 12-11 -11
on top chord, and 524 lb down and 1092 lb up at 7-0-0, 198 lb down and 422 lb up at 9-0-12, and 198 lb down and 422 lb up at
10-11-4, and 524 lb down and 1092 lb up at 12-11-4 on bottom chord. The del sign/selection of such connection device(s) is the
responsibility of others. I
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22839
Uniform Loads (plf) MiTek USA, Inc. FL Cart 6634Vert: 1-3=-70, 3-5=-70, 5-7=-70,11-14=-20
6904 Parke East Blvd. Tampa FL 33810ConcentratedLoads (lb)
Date:
Vert: 3=-49(F) 5=-49(F) 10=-524(F) 8=-524(F) 17=-7() 18=.-7(F) 19--198(F) 20=-198(F)
I November 13,2018
I
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE MIP7473 rev. 1010"015 BEFORE USE.
Design valid for use only w1th MITek@ connectors. This design Is based only upon paromete'rs shown, and is for an Indlvldual building component, not mi, 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, seeANSVrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East,Blvd.
Salloty Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrf.a, VA 22314. Tampa, FL 33610
Job Truss Truss Type Qty Ply ACQUAVISTA
T15571961
75580 GRID Common Girder 1 2 I Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Nov 13 08:22:34 2018 Page 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-JwVcXI ROvxWqwYbbguytpH8K6YCBGWuhed7EWWYJf9J
5-4-5 10.0_0 14-7-11 20-0-0
5-4-5 4-7-11 4-7-11 5-4-5
Scale 1:33.8
6x10 MT1 8HS
3
4.50 F1 _2
5x6 5x6
2 4
19Ll11111tIEI "I
9
14 8 5 7 16 17
6
18 19
5x121AT181-IS5 HUS26 6X1 0 MT 8HS HUS26 HUS26 5x12 MT18HS--
3x10 11
HUS26
8x14 = 3x10 11
HUS26
I HUS26 HUS26
LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.49 7-9 >487 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.46 7-9 >526 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(CT) -0.13 5 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix_'MS I Weight: 205 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOPCHORD Structural wood sheathing directly applied or 2-10-4 cc purlins.
BOTCHORD 2x6 SP 240OF 2.OE BOTCHORD Rigid ceiling directly applied or 4-11-6 cc bracing.
WEBS 2x4 SP No.3 *Except*
3-7: 2x4 SP M 30
REACTIONS. (lb/size) 1=4990/0-8-0,5=7667/0-8-0
MaxHorz 1=173(LC7)
Max Uplift 1=-4597(LC 8), 5=-70.69(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-1 3942/12856, 2-3=-1 1376/10554, 3-4=-1 1397/10563, 4-5L_1 7421 16060
BOTCHORD 1-9=-1 1915/13012, 7-9=-1 1915/13012, 6-7=-14966/16316, 5-6L -
WEBS 3-7=-6979[7596, 4-7=-6195/5817, 4-6=-3666/4081, 2-7=-2609) 506, 2-9=-1417/1646
NOTES-
1 ) 2-ply truss to be connected together with I Od (0.131 "x2l") nails as follows:
Top chords connected as follows: 2x4 - I row at 0-7-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as Tront kt-) or baCK (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; 'I L;L)L=4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=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 nonconcurlent 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 at=lb)
1=4597,5=7069. 1
9) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. Starting at 6-5-4 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.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increas6=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-5=-70,1-5=-20
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke, East Blvd. Tampa FL 33810
Date:
November 13,2018
WARNING -Vefify design parameters and READ NOTES ON THIS AND INCLUDED MITEKRE&ERANCE PAGE 11117-7473rev. 1010312015 BEFORE USE.
Design valid for use only with IvITek@ 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 por6meters 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 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, seeANSVIP[I Qual Criteria, DSB-69 and BCSI Bullding Component 6904 Parke East Blvd.
Safety triformotlonovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandilo, VA 22114. Tampa, FL 33610
Job Tru s Truss Type Qt Y ply ACQUAVISTA
T15571961
75580 GRID Common Girder 2 Job
Chambers Truss, Inc., Fort Pierce, FIL
LOAD CASE(S) Standard
Concentrated Loads (1b)
Vert: 6=-1551(B) 14=-1551(B) 15=-1551(B) 16=-1551(B) 17=-1551(i
B.' 13u s mar 11 2018 mi I eK lnaustnes,.Inc. I Ue NOV 13 Uti:22:J4 ZU1 8 Page 2
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-JwVcXI ROvxWqwYbbguytpHBK6YCBG,Wuhed7EWwyJf9J
1) 18=-1551(B) 19=-1551(B)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITSK REFERANCE PAGE 11111-7473 rev. la/M015 BEFORE USE.
Design valid for use only with MITek0 connectors. This design Is based only upon paramete(
truss Before the building designer the design
I s shown, and Is for an Individual building component not
Incorporate this design Into theasystem. use, must verify applicability of por&neters
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chbrd
and properly overall
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, seeANSVIP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Pari(e East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondrl, VA 22314. Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T15571962
75580 GRH Hip Girder 1
Job Reference (optional)
Uhambers Truss, Inc., Fort Pierce, FL i 8.13o s mar 11 2U18 Mi lek industries, Inc. I ue Nov 13 08:22:35 2018 Page 1
2-0-0 5-0-0 3-1-0 3-1-0 4-4-0
Scale 1:29.2
5x8 MT1 8HS
2x3 11 5xB MT1 8HS
3 16 4 17 5
4.5 0 rl _2
T
C C11
0 6
2
rl 9
M I I
9
18
8
19
7
3x6
2X3 11 3x8 2x3 11 4x10 11
4x6
3-1-0
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[rPI2014
CS1.
TC 0.63
BC 0.49
WB 022
Matrix.S
DEFL. in
Vert(ILL) 0.22
Vert(CT) -0.13
Horz(CT) -0.06
loc), I/defl Ud
7-8 >845 240
7-8 >999 240
6 n/a n/a
PLATES
MT20
MT18HS
Weight: 68 lb
GRIP
244/190
244/190
FT = 20%
LUMEER- BRACING-
TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 4-2-5 oc bracing.
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=1160/0-8-0,6=1030/Mechanical
Max Harz 2=1 31 (LC 8)
Max Uplift 2=-1700(LC 8), 6=-1465(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2227/3290, 3-4=-2331/3654, 4-5=-2331/3654, 5-6=-2059/3114
BOTCHORD 2-9=-2982/2033, B-9=-3006/2046, 7-8=-2806/1878, 6-7-2789A871
WEBS 3-9=-325/290, 3-8=-6211386, 4-8=-346/488, 5-8=-871/584 1
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; I IL;UIL=4.Zp 1; bUL)L=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=O. 18; MWFRS (directional); Lumber DOL=1.60 plate gr p 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 ini 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 at withstanding 100 lb uplift at joint(s) except Gt=lb)
2=1700,6=1465.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 499 Ito up at
5-0-0, 109 lb down and 220 lb up at 7-0-12, and 109 lb down and 220 lb up at 9-1-4, and 249 lb down and 499 lb up at 11 -2-0 on
top chord, and 108 lb down and 350 lb up at 5-0-0, 49 lb down and 148 lb up at 7-0-12, and 49 lb down and 148 lb up at 9-1-4, and
108 lb down and 350 lb up at 11-1-4 on bottom chord. The design/selection aIf such connection device(s) is the responsibility of
others. I
10) In the LOAD CASE(S) section, loads applied to the face of the truss are note as front (F) or back (B).
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 Cart 8634
Uniform Loads (plf) 6904.Parke, East Blvd. Tampa Fl. 33610
Vert: 1-3=-70, 3-5=-70, 5-6=-70,10-13=-20
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 10103)2015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon, paramete[s shown, and Is for an Individual building component, not
a truss system. Before use, the building designer mustverify 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 chbid members only. Additional temporary and permanent bracing MWIsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandproertydamage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Quality Criteria, DSB-89 and BCSI Bugdlng Component 6904 Parke East Blvd.
Safety Informationavc1lable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Tru s Truss Type City Ply ACQUAVISTA
TI 5571962
75580 GRH Hip Girder 1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
LOAD CASE(S) Standard
Concentrated Loads (1b)
Vert: 3=-147(B) 5=-147(B) 9=-77(B) 7=-77(B) 16=-66(B) 17=-66(B)
8.130s Mar 11 2018 MiTek Industries, Inc. Tue Nov 13 08:22:36 2018 Page 2
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-FJdMxiSGRYmXgsl_oJ?LuiDkwM?gkaQz6xcLbpyJf9H
8=-37(B) 19=-37(B)
WARNING -Vefify design parameters and RE4DNO-rEs ON THIS ANDINCLUDEDMITEI(REFERANCE PAGE MX7473 rev. 1(V03V2015 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 par6meters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or cl ord 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, seeANSVIP, 11 Quality CrIteda, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety [nformationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Adexandria, VA 22314. Tampa, FIL 33610
Job Tru s Truss Type 6 Qty Ply ACQUAVISTA
T15571963
75580 GRK Half.Hip Girder I
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Nov 13 08:22:37 2018 Page 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-kVBk93TUCsvOnOJAMlWaRwmsRmMfruM7LbLu7FyJf9G
2-1-0 5-0-0 10-3-0 15-6-0
0_0 5-0-0 5-3-0 5-3-0
Scale 1:30.1
5x8 MT1 8HS 3x6
3x6 11 5X10
3 14 15 4 16 17 5
4.50 r1_2
c C
2
13
T
C
1
8
18 19
7
20 21
6
2X3 4x12 3X4 11
3x6
5-0-0 10-3-0 15-6-0
1 5-0-0 5-3-0 5-3-0
Plate Offsets (X,Y)-- [3:0-5-8_0-2-81, [5:0-3-8,0-3-01
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.32 7-8 >576 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.29 7-8 >633 180 MT18HS 244/190
BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) -0.04 13 n/a n1a
BCDL 10.0 Code FBC2017fTP]2014 Matrix -MS Weight: 73 lb FT = 20%
LIUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 4-5-4 oc puffins,
BOTCHORD 2x4 SP M 30 except end verticals,
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 3-9-1 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row af midpt 5-7
REACTIONS. (lb/size) 2=1176/0-8-0,13=1211/0-3-8
Max Horz 2=28B(LC 21)
Max Uplift 2=-1729(LC 8),13=-1893(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2312/3452, 3-4=-2263/3543,4-5=-2263/3543
BOTCHORD 2-8=-3295/2115, 7-8=-3329/2133, 6-7=-404/267
WEBS 3-8=-454/369, 3-7=-299/169, 4-7=-628/893, 5-7=-3379/2148 5-13=-1 241/1940
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=11.60 plate gri p DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in' all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 1
6) Bearing at joint(s) 13 considers parallel to grain value using ANSI1TPI I angle to grain formula. Building designer should verify
capacity of bearing surface. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 100 Ito uplift at joint(s) except at=lb)
2=1729,13=1893.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 499 lb up at
5-0-0, 109 lb down and 220 lb up at 7-0-12, 109 lb down and 220 lb up at 9-0-12 109 lb down and 220 lb up at 9-3-4, 109 lb down
and 220 lb up at 11-3-4, and 109 lb down and 220 lb up at 13-3-4, and 103 lb do vn and 219 lb up at 15-0-12 on top chord, and
108 lb down and 350 lb up at 5-0-0, 49 lb down and 148 Ito up at 7-0-12, 49 It down and 148 lb up at 9-0-12, 49 lb down and 148 lb
up at 9-3-4, 49 lb down and 148 lb up at 11 -3-4, and 49 Ito down and 148 lb up at 13-3.4 and 71 lb down and 143 lb up at 15-0-12
on bottom chord. The design/selection of such connection device(s) is the res:)onsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-70, 3-5=-70, 6-10=-20
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634.
8904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon paramete's shown, and Is for an Individual building component, not MFatrusssystem. 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 bracingpermanent
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, seeANSVFPII Quality Criteria, DSB-69 and IICSI Building Component 6904 Parke East Blvd.
Safety Infamnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Tru s Truss Type 0 4 Qty Ply ACQUAVISTA
T1 5571963
75580 GRK Half Hip Girder 1 1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-1 47(F) 6=-49(F) 8=-77(F) 5=-99(F) 14=-66(F) 15=-1 33(F)
8.13U s mar 11 ZU18 Mi I eK InclustneS, Inc. tue NOV 13 UU:ZZ:31 ZU1b t-age x
ID:fsZHWxFOKVohudkTKMpBXwyJwY7-kVBk93T.uCsvOnOJAM1 WaRwmsRmMfruM7LbLu7FyJt9G
17=-66(F) 18=-37(F) 19=-75(F) 20=-37(F) 21=-37(F)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1WO31201S BEFORE USE.
Design valid for use only with MiTek@ connectors. This design Is based only upon parameteis shown, and is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chbrd
and properly Incorporate this design Into the overall
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 regOrdIng the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality CrIterla, DSB-69 and SCSI BuDdtng Companant 6904 Parke East Blvd.
Safety triformationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Tru s Truss Type Q'y Fly ACQUAVISTA
T15571964
J.b
75580 GRN HIP GIRDER I
Reference (optional)
Unambers I russ, Inc., i--ort merce, -L
2-0-0 2-2-0 1 6-11-11 10-9-
11112.0_0 3_0_6 3.16.11 _10_
mi ju s mar i i zui ti mi I eK inausines, Inc. i ue iNiov w umee:oo;uio rage I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-,Chl7MPUXzA1 FOAuMvk1 p_7,171-AkwCll GZF5RfhyJf9F
Scale = 1:52.1
4.50F1-2 U8
2x3 11 4X51 0 =
27
2x3 11 3x6 5x6 4xB
3 25 4 26 28 6 297 30 8 31 32 9
2 10
6
18 -- 17
33
16
34 14 -- 35 36
13
37 38
12
39
2X3 11 3x8 2X 11
5
7xl 0 4x4 2X3 113x436 U4
3-0-0 1 3-10-11 3-1
LOADING (psf) SPACING- 2-0-0 C"* DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0:45 Vert(LL) 0.23 12-13 >698 240 MT20 244/190
rTCDL15.0 Lumber DOL 1.25 R , 0 it Vert(CT) -0.12 12-13 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) -0.05 10 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matrix -MS
LIUMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD
BOTCHORD 2x4 SP M 30 BOTCHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (IbIsize) 2=691/0-8-0,14=1476/0-8-0, 10=653/0-8-0
Max Horz 2=87(LC 24)
Max Uplift 2=-989(LC 8),14=-2190(LC 8), 10=-1 156(LC 8)
Max Grav 2=706(LC 29),14=1476(LC 1), 10=653(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 100/1417,3-4=-145611 849, 4-5=-1 456/1849, 5-6=-1 490/ 090, 6-8=-1 357/989,
8-9=-981/1876, 9-1 0=-1 009/1723 1BOTCHORD2-18=-1 177/1133, 17-18=-1 196/1144, 16-17=44V724, 14-1 6=44V724, 13-14=-1 660/981,
12-13=-1 526/930, 10-12=-1 492/920
WEBS 3-17=-503/397, 4-17=-293/375.5-17=-1283/899,5-14=-1668/2220, 6-14=-394/521,
8-14=-2014/3305, 8-13=-264/204, 9-13=-704174, 9-12=-273/182
Weight: 129 lb FT = 20%
Structural wood sheathing directly applied or 5-8-12 oc pudins.
Rigid ceiling directly applied or 5-6-7 oc bracing.,
I Row at midpt B-14
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; 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
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. 1
6) Provide mechanical connection (by others) of truss to bearing plate capable of ithstanding 100 lb uplift at joint(s) except at=lb)
2=989,14=2190,10=115 6.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support oncentrated load(s) 267 lb down and 210 lb up at
3-0-0, 62 lb down and 96 lb up at 5-0-12, 62 lb down and 96 lb up at 7-0-12, 62 lb down and 96 lb up at 9-0-12, 62 lb down and 96
lb up at 11-0-12, 62 lb down and 96 14 up at 13-0-12, 62 lb down and 96 lb uplat 14-11-4, 62 lb down and 96 lb up at 16-11-4, 62
lb down and 96 lb up at 18-11-4, 62 lb down and 96 lb up At 20-11-4, and 62 lb down and 96 lb up at 22-11-4, and 267 lb down and
210 lb up at 25-0-0 on top Chord, and 54 lb down and 145 lb up at 3-0-0, 16 lb'down and 75 lb up at 5-0-12, 16 lb down and 75 lb
up at 7-0-12, 16 lb down and 75 lb up at 9-0-12, 16 lb down and 75 lb up at 1111 -0-12, 16 lb down and 75 lb up at 13-0-12, 16 lb
down and 13 lb up at 16-11-4, 16 lb down and 13 lb up at 18-11-4, 16 lb down and 13 lb up at 20-11-4, and 16 lb down and 13 lb
up at 22-11-4, and 141 lb down and 21 lb up at 24-11-4 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others. 1
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
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - VerilydsIgn parameters and READ NOTES ON THISANDINCLUDED MrnEKREFE RANCE PAGE M11-7473 rev. 10103V2015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters' shown, andlsforanlndlvidual building component not
a truss system. Before use, the building designer must verify the applicoblIlty of design porar eters 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 prop. erty damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI)l Quality CtItarla. DSB-89 and BCSI BuRdIng Componant 6904 Parke East Blvd.
Safety Inforimatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Truss Truss Type Qty Ply ACQUAVISTA
T1 5571 4
755BO GFIN HIP GIRDER
Job Reference (optionQ
Chambers Truss, Inc., Fort Pierce, FL 1:3.13L) s Mar 11 zulu mi ieK industries, Inc. iue r4ov io ub:iez:;ju zuitj Page z
ID:fsZHWxfO.K.VohudkTKMpBXwyJwY7-Chl7MPUXzA1 FOAuMvkl p_7J7LAkwCI1 GZF5RfhyJf9F
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-9=-70, 9-11 =-70, 19-22=-20
Concentrated Loads (lb)
Vert: 3=-1 (F) 7=-1 (F) 9=-1 (F) 18=2(F) 17=-O(F) 4=-1 (F) 5=-1 (F) 16=-O(F) 6=-1 (F) 12=2(F) 25=-1 (F) 26=-1 (F) 28=-1 (F) 30=-1 (F) 31 =-1 (F) 32=-1 (F) 33=-O(F) 34=-O(F)
35=-O(F) 36=-O(F) 37=-O(F) 38=-O(F) 39=-O(F) I
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCEPAGEMU-7473 rev. 10103,2016 BEFORE USE.
Design valid for use only with MI ITek8 connectors. This design Is based only upon parometers1shown, 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 In ury a rty damage. For general guidance regarding the
s! fabrication, storage, delivery, erection and bracing of trusses and truss system se.S' gp Quality Criteria. DSII-89 and BCSI BuDdIng Component 6904 Parke East Blvd.
Safety Informationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. VA Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T15571965
75580 GRP HIP GIRDER 1 1.
Job Reference (optional)
L;namDers iruss, Inc., ran rierce, M
5-0-0
0. IOU b IVIUF I I eV 10 IVII I UK U IUU511IU5, 1HU. I U INUV 10 UO;44."U 4u I a rdYu I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-84ttn5VnVnHzeT21193H3YOMJzHfgEPZ1 ZaYkayJf9D
13-7-7 18-0-0 23-0-0 1 25-0-0 .
Scale = 1:44.0
7xB MT18HS
4x8 4xl 2 7x8 MT18HS
4. 50 F1 _2 3 20 21 42 23 24 5 25 26 27 6
2 7
13
28 12 29 11 30 10 31 32
9
5x12 4x8
5x8 MT1 BHS
2x3 11 3x8 5x12
3x4
51.20-06 9-4-9 13 18-0-0 23-0-0Z; Z34-4-9 4-4-9 5-0-_0
Plate Offsets (X,Y)-- [2:0-3-5,Edgel, f3:0-5-10,0-3-01, [4:0-3-8,0-2-01, [6:0-5-5,0 3-01, 7:0-3-5, Edge], [9:0-3-8,0-1-81, [13:0-3-8,0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) - 0.90 10-12 >308 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.49 10-12 >566 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr NO WEI 0.86 Horz(CT) -0.23 7 n/a n/a
iBCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight: 117 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins.
3-6: 2x6 SP 240OF 2.OE BOTCHORD Rigid ceiling directly applied or 2-2-3 oc bracing.
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=1710/0-8-0, 7=1710/0-8-0
Max Horz 2=1 21 (LC 7)
Max Uplift 2=-2904(LC 8), 7=-2903(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3784/6303, 3-4=-3562/6091, 4-5=-5125/8724, 5-6=-3563/6093, 6-7=-3787/6308
BOTCHORD 2-13=-5702/3491, 12-13=-8444/5125, 10-12=-8362/5075, 9-1 0=18362/5075,
7-9=-5718/3494
WEBS 3-13=-1 623/880, 4-13=-1 755/2903, 4-12=-4101274, 5-1 0=-416/279, 5-9=-1 699/2810,
6-9=-1595/863 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 ' 2psfi BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposecl;Lurnber 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.
6) 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) except Ot=lb)
2=290417=2903. 1
8) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 249 lb down and 499 lb up at
5-0-0,109 lb down and 220 lb up at 7-0-12,109 lb down and 220 lb up at 9-0-1,2,109 lb down and 220 lb up at 11-0-12,109 lb
downand220]bupat 11-11-4,109 lb down and 220 lb up at 13-11-4, and 1091bdownand220 lb upat 15-11-4, and 249 lb down
and 499 lb up at 18-0-0 on top chord, and 108 lb down and 201 lb up at 5-0-0, 149 lb down and 86 lb up at 7-0-12, 49 lb down and
86 lb up at 9-0-12, 49 lb down and 86 lb up at 11 -0-12, 49 lb down and 86 lb up at I 1 -11-4, 49 lb down and 86 lb up at 13-11-4,
and 49 lb down and 86 lb up at 15-11-4, and 108 lb down and 201 lb up at 17-1 1-4 on bottom chord. The design/selection of such Walter P. Finn PE No.22839
connection device(s) is the responsibility of others. I MiTak USA, Inc. FL Cent 6634
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FIL 33810
LOAD CASE(S) Standard Date:
TC
12T0
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFEqANCE PAGE M11-7473 . 10/1=015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parameters phown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or choro
and properly Incorporate this design Into the overall
members only. Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal Injury d rty damage. For general guidance regarding thefabrication, storage, delivery, erection and bracing of trusses and truss systems, .eZSU;Pli Qualtilif CrIlarlo. DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety [niformotlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Adexondrlo,IVA 22314. Tampa, FL 33610
Job Tru s Truss Type 4 '
1
Q 'Y P'Y ACQUAVISTA
T15571965
75580 GRP HIP GIRDER 1 1
J.b Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plo
Vert: 1-3=-70, 3-6=-70, 6-8=-70,14-17=-20
Concentrated Loads (lb)
Vert: 3=-1 47(B) 6=-1 47(B) 11 =-37(B) 13=-77(B) 9=-77(B) 21 =-66(B)
31=-37(B) 32=-37(B)
ts.i jusmariizuitsmiieKinausines,inc. iueimovijut5;e4:4uzuitj rage4
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-84ftn5VnVnHzeT21193H3YOMJzHfgEPZlZaYkayJf9D
23=-66(p) 24=-66(B) 25=-66(B) 26=-66(B) 28=-37(B) 29=-37(B) 30=-.37(B)
WARNING - Verify design parametersand READ NOTES ON THIS AND iNcLuDED mrrEKREFERANCE PAGEM1,17473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mrrek@ connectors, This design Is based only upon parameters shown, and Is for an Individual building component not
a tfuss system. Before use, the building designer must verify the applicability of design parar eters 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 MOWIsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeMISM1 1 Quality Criferlo, DSB49 and BCSI Building Component 6904 Parke East Blvd.
Safety Infarmationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrig, VA 22314. Tampa, Fl- 33610,
Job Tru s Truss Type Q'y Ply ACQUAVISTA
T1 55 6]6
755BO H Hip 1 1
J.b Reference (optional)
L;namDers I russ, Inc., t-on rierce, VL
2
44 =
4.50F1_2
16
0. ICU 5 IVIdF I I ZU 10 IVII I UK U IUU5LIIUb, IT IU. I UU INUV 10 U0;e4;ffI eki 10 ruyu 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-cGRF?RWPG5PqFddxbsaWbmxbLNkdPsijFDJ6GOyJf9C
21- 15-3-0
22--20 6-1-0
WD
4x6
3 4
8 7
2X3 3x4
Scale = 1:28.9
5 3x4
0
3X6
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES G RIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.05 8-15 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.14 8-15 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 6 n/a ri/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Wind(LL) 0.13 B-15 >999 240 Weight: 65 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 5-9-12 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-5 oc bracing.
WEBS 2x4 SP No.3
SLIDER Right 2x4 SP No.3 2-6-0
REACTIONS. (lb/size) 6=677/Mechanical, 2=83510-8-0
Max Horz 2=1 51 (LC 11)
Max Uplift 6=-606(LC 12), 2=-912(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 234/1436, 3-4=-1 096/1413, 4-6=-1 116/1383
BOTCHORD 2-8=-1 186/1085, 7-8=-1 190/1096, 6-7=-1 108/981
WEBS 3-7=-267/126 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=4.2psfi BCDL=3.0psf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(,?) -2-0-0 to 4-5-13, Interior(l) 4-5-13 to 7-0-0, Exterior(2) 7-0-0 to
9-2-0 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 designed for a 10.0 psf bottom chord live load nonconcurrl with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in 'all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
6=606,2=912. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 13,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE M11-7473 rev. 10/=015 BEFORE USE.
Design valid for use only with IvITek9 connecfors. This design is based only upon parameters s hown, and Is for on Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and prope y damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTpll QUO121 CIttarl"S13-69 and BCSI Bulding Component
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, 22 14.
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610
Job Tru s Truss Type Cty Ply ACQUAVISTA
T1 5571 7
75580 H 1 Common I 2 1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Nov 13 08:22:41 2018 Page 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-cGRF?RWPG5PqFddxbsaWbmxcINjOPrDjFDJ6GOyJf9C
2-1-0 4-4-13 8.1.0 15-3-0
2 ..... 4-4-13 3-8-3 7-2-0
15
3x4 =
4.60F1-2
2x3 Z
US =
3x4 =
16
5 3X4 --
Scale = 1:27.7
CY
15-3-0
3x8 11
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017[rP]2014
C"'
TC 056
BC 0 3g
WB 0.19
Matrix -MS
DEFL. in
Vert(LL) -0.06
Vert(CT) -0.13
Horz(CT) 0.02
Wind(LL) 0.14
loc) I/defl Ud
7-14 >999 360
7-14 >999 240
6 n1a n/a
7-10 >999 240
PLATES GRIP
MT20 244/190
Weight: 64 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 5-10-0 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 5-9-1 oc bracing.
WEBS 2x4 SP No.3
SLIDER Right 2x4 SP No.3 2-6-0
REACTIONS. (lb/size) 6=677/Mechanical, 2=835/0-8-0
Max Horz 2=1 69(LC 11)
Max Uplift 6=-606(LC 12), 2=-912(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 501/1764, 3-4=-1 128/1314, 4-6=-1 091/1283
BOTCHORD 2-7=-1576/1381, 6-7=-993/951
WEBS 3-7=-466/631, 4-7=-284/405
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-, BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 14-2-6, Interior(l) 4-2-6 to 8-1-0, Exterior(2) 8-1 -0 to
14-7-6 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.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of ithstanding 100 lb uplift at joint(s) except at=lb)
6=606,2=912.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa I'L 33610
Date:
November 13,2018
WA RNING - Verify design param eters an d REA D NO TES ON THIS AND INCL UDED MffEK REFE4A NCE PA GE MIP7473 re v. I W03120 15 BEFORE USE.
Design valid for use only with Mffekg 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 parambters 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 prop" damage. For general guidance regarding the . I
fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSVFPII, Quality Critado, DSB-69 and BCSI BuDdIng Component 6904 Parke East Blvd.
Safety [nifounationavolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, In 22314. T ampa, Fl- 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T15571968
75580 H2 Half Hip
Job Reference (optional)
uriamners I russ, Inc., t-ort Fierce, I-I_
2-0-0
2
3x5
4.50 F1 _2
2x3
3
B-4-0
miou s mar i i ZU I U M1 I eK inausines, inc. iue iiuv io uo;ze;,*e_ euto r-aye I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-4T—dCmX1 1 OXhtnC88a5l8zTnvn4285tsUt3foSyJf9B
15-6-0
7-2-0
3x6
5x6 5xB
4 5
7 6
3x8 3X4 11
15-6-0
12
Scale = 1:30.4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.08 7-11 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.17 7-11 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) -0.02 12 n1a n/a
BCDL 10.0 Code, FBC2017/TP12014 MatrIx-MS Wind(LL) 0.08 7-11 >999 240 Weight: 78 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 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 BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=840/0-8-0,12=656/0-3-8
Max Harz 2=409(LC 12)
Max Uplift 2=-885(LC 12),12=-617(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when
TOPCHORD 2-3=-1 871/1515, 3-4=-98311016, 4-5=-931/1030
BOTCHORD 2-7=-1696/1384
WEBS 3-7=-4971723, 5-7=-995/900, 5-12=-6761768
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf1 BCDL=3.0psf; h=37ft; B=56ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteflor(2) -2-0-0 to '4-7-6, Interior(l) 4-7-6 to 8-4-0, Exterior(2) 8-4-0 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 ppriding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 12 considers parallel to grain value using ANSIfTPI 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 wl ithstanding 100 lb uplift at joint(s) except at=lb)
2=885,12=617. 1
Walter P. Finn PE No.22839
MITek US.A, Inc. FL Cent 6634.
6904 Parke'East Blvd. Tampa FIL 33610
Date:
November 13,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M114473 rev. 10103)2015 BEFORE USE.
Design valid for use only with MITel(O 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 parambters 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 prop6rty damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSWII 'Quallty CrIforia, DSB-89 and BCSI Bulldtng Component 6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 1VA 22314. Tampa, FL 33610
Job Truss Truss Type Qty Ply
T1 5571969
75580 H3 Half Hip 1 1
ACQUAVISTA
ial)
unamners i russ, Inc., t-on vierce, t-L
2-0-0
t5. wu s iviar I I ZU 10 IVII I eK InUU51neS, mu. i ue imuv ia uo;&e;-+a eu 1 o rdqu I
ID:fsZHWxtOKVohudkTKMpBXwyJwY7-YfY?P6YfnifYVxnKiHd—hBOy?BQUteV?jWoCLvyJf9A
10-4-0 15-6-0
3-4-0 5-2-0
3x6
4X4
5X8
4 5
3X4 5-
4.50 F1-2 3
C
15
14
2
I
7 6
3X5
2X3 3xB 3X4 11
Scale = 1:30.4
13 I.,rIr0
LOADING (psf) SPACING- 2-0-0 CS'* DEFL. in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 T, 52C0
3
Vert(LL) -0.05 8-12 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0 5 Verl(CT) -0.14 8-12 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) -0.02 13 n1a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.13 8-12 >999 240 Weight: 84 lb FT 20%
LIUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
BOTCHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 5-4-15 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=840/0-8-0,13=656/0-3-8
Max Horz 2=481 (LC 12)
Max Uplift 2=-868(LC 12), 13=-634(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
TOPCHORD 2-3=-1224/1284, 3-4=-689[759, 4-5=-633[749
BOTCHORD 2-8=- 1519/1243, 7-8=- 1519/1243
WEBS 3-7=-768/966, 5-7=-871/731, 5-13=-692[790
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 'rCIDL=4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 4-5-13, Interior(l) 4-5-13 to 10-4-0, Exterior(2) 10-4-0
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. 1
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle tol grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at ipint(s) except Gt=lb)
2=868,13=634. 1
Walter P. Finn PE No.22839
li USA, Inc. FL Cort 6634
6904 Parke, East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MrFek@ connectors. This design Is based only upon parameters slkown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design param6ters 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 propeity damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSVTF11 Quality Criteria, DSB-89 and BCSI Building Campanont 6904 Parke East Blvd.
Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, Tampa, Fl- 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T15571970
75580 H4 Half Hip 1 1
job
Unambers I russ, Inc., I-ort Fierce, t-L 1 0. IOU 5 Ividl 4V 10 IVII I eK 11 IUUbL[ Wb, 11 1U. I uu "u 8' '
0""44 "'0 "y. ,
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-Or6OdSYlYOnP65MWG?BDD Y57alkc6p9yAYmtLyJf99
B-0-10 12-4-0 15-6-0
0 B-0-10 4-3-6 3-2-0
48 Scale 1:33.4
6x8 I I
4 5
L
6x8 5-
4.5 0 F1 _2 3
14 4
13
2 12
6
8 7 6
44 2x3 3x4 3x4
US
1 8-0-10 4-3-6 3-2-0
Plate Offsets (X,Y)-- [4:0-5-4,0-2-01
LOADING (psf) SPACING- 2-0-0 CS1 DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.08 8-11 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.22 8-11 >835 240
BCLL 0.0 Rep Stress Incr YES WB 0.52 Hor7.(CT) -0.02 12 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.19 8-11 >993 240 Weight: 88 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 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 5-4-15 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=840/0-8-0,12=656/0-3-8
Max Harz 2=553(LC 12)
Max Uplift 2=-848(LC 12), 12=-654(LC 12)
Max Grav 2=840(LC 1), 12=656(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s own.
TOPCHORD 2-3=- 1145/1113, 3-4=-439/446, 5-6=-745/617
BOTCHORD 2-8=-1427/1161, 7-8=-1427/1161, 6-7=-504/400
WEBS 3-8=-53/312, 3-7=-958/1154, 4-7=-496/480, 4-6=-603/ i a t, 5- 1 e=.-715/905
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
11; Exp D; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to
to 15-0-12 zone;C-C for members and forces & MWFRS for reactions shown; L
3) Provide adequate drainage to prevent water poncling.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrE
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 12 considers parallel to grain value using ANSlrrPl 1 angle t'
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of i
2=848,12=654.
BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
1-5-13, Interior(l) 4-5-13 to 12-4-0, Exterior(2) 12-4-0
imber DOL=1.60 plate grip DOL=1.60
with any other live loads.
areas where a rectangle 3-6-0 tall by 2-0-0 wide
grainformula. Building designer should verify
100 lb uplift at joint(s) except Gt=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
November 13,2018
WARNING - Veritydesign parameters and RE4D NOTES ON THISAND iNcLuDED mrrEKREFERANCE PAGE MIP7473 rev. la,=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 applicob[lity of design param6ters 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 MiTdk' Is always required for stability and to prevent collapse with possible personal Injury and propepy damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Qual' Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inforrinationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, YA 2 2T1 4. Tampa, FL 33610
Job Truss Truss Type Qty ply ACQUAVISTA
T15571971
75580 HS Half Hip I
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8 ' 130 s Mar 11 2018 MiTek Industries, Inc. Tue Nov 13 08:22:44 2018 Page 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-Or6OdSYlYOnP65MWG?8DDOY3qamLc6y9yAYmtLyJt99
00 7-8-12 14-4-0 -6-011—.2T" 7-8-12 6-7-4 _0
3x6 Scale 1:40.0
3X6
4X6 =
6x8
4.5 0 F1 _2 5 6
LJ
US 6xB
4
c5
3
1h
15
2
ETA
1 14 IT
01
9 8 7
44 2x3 11 5x8 MT1 BHS I I
6x8
7-8-12 14-4-0 L160
7-8-12 6-7-4
Plate Offsets (X,Y)-- [3:0-3-0, Edge], [7:0-3-8, Edq ],[8:0-3-8,0-3-01
LOADING (psf) SPACING- 2-0-0 CS1 DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.06 9-13 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.17 9-13 >999 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) -0.00 14 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.13 9-13 >999 240 Weight: 87 lb FT = 20%
LUMBER- 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 5-8-10 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 4-8
REACTIONS. (lb/size) 2=840/0-8-0,14=656/Q-3-8
Max Horz 2=625(LC 12)
Max Uplift 2=-824(LC 12),14=-678(LC 12)
Max Grav 2=840(LC 1), 14=677(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s, own.
TOPCHORD 2-4=-1205/1030, 7-10=-777/543, 6-10=-777/543
BOTCHORD 2-9=-1448/1244, 8-9=-1448/1244
WEBS 4-9=-38/349, 4-8=-1 239/1428, 5-8=-23/275, 6-14=-744/909
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) V6sd=132mph; TC:DL=4.2psf;l BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteflor(2) -2-0-0 to 4-5-13, Interion(l) 4-5-13 to 14-4-0, Extedor(2) 14-4-0
to 15-0-12 zone;C-C for members and forces & MWFRS for reactions shown; L6mber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water poncling.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre?t 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) 14 considers parallel to grain value using ANSI[TPI 1 angle tol 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=824,14=678.
Walter P. Finn PE No.22839
M!Tek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 13,2018
WARNING -Verity design parameters and READ NOTES ON THIS AND zNcLuDEDmrTEKREFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mffek@ connectors. This design Is based only upon parameters soown, 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
fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMI1 Quality CrItaft. DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informallonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, YA 22314. Tampa, FL 33610
Job Truss Truss Type 0 Qty Ply ACQUAVII TA
T1 5571972
75580 J 1 JACK -OPEN 1 28
Job Re
unambers I russ, Inc., vort vierce, IrL
0
u. iju a rviar i i 4u io rvii ieK irmusureti, uiu. i uw imuv to uo;44;%a eu to rd ju I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-V2gmqoZwJJvGkF)dqifSmc5KeL9lLh7lAqHJPnyJt98
1-0-0
4.50 F1 _2 2
3x5 =
0-0
0-0
LOADING (ps", SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC - 0.38 Vert(LL) 0.00 5 999 240
TCDL 15.0 Lumber DOL 1.25 BC 0.17 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 FBC2017[TP12014 Matrix -MP
LUMBER-
TOPCHORD 2X4 SP M 30
BOTCHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=-35/Mechanical, 2=326/0-8-0, 4=-63/Mechanical
Max Harz 2=142(LC 12)
Max Uplift 3=-35(LC 1), 2=-607(LC 12), 4=-63(LC 1)
Max Grav 3=100(LC 12), 2=326(LC 1), 4=159(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sl
3
4
Scale = 1:7.5
1Pc?
6
PLATES GRIP
MT20 244/190
Weight: 6 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TC:DL=4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; 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 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 Ifistanding 100 lb uplift at joint(s) 3, 4 except at=lb)
2=607. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cent 6634,
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK—F.H,11— P-1.1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parameters shi own, 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
bulidingdeslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or choral 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, seeANSVFPII Quality Cittaft, DSB-89 and BCSI BuDdIng Component 6904 Parke East Blvd.
Safety Infonnationavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, A 22314. Tampa, FL 33610
Job Tru s Truss Type City Ply ACQUAVITA
T1 5571973
75580 J3 JACK -OPEN 34 1 lJob Reference (optional)
L;naml)ers I russ, Inc., vort vierce, I-L
2
0
4.50F1_2
miou s mar i i ZU1tJ M1 I eK industries, inc. i ue i4ov 10 U6:;e;e:11b ZU10 r-age i
iudkTKMpBXwyJwY7-zEEB2BaY4dl7MOVvNPAhIpoVKOTK48NSPUltyEyJf97
Q_n_n
3
4
D?
Scale = 1: 11.3
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Weil Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.01 4-7 >999 240 MT20 244/190
TCDL 16.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.00 4-7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 13 lb FT = 20%
LIUMBEF11-
TOP CHORD. 2X4 SP M 30
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=64/Mechanical, 2=320/0-8-0, 4=20/Mechanical
Max Horz 2=213(LC 12)
Max Uplift 3=-85(LC 12), 2=-561 (LC 12), 4=-67(LC 9)
Max Grav 3=64(LC 1), 2=020(LC 1), 4=44(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) zone; par
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 nonconcurrel
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in
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 A
2=561.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
DL=3.Opsf; h=37ft; 13=5511; L=65ft; eave=7ft; Cat.
left and right exposed;C-C for members and
with any other live loads.
areas 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 13,2018
WARNING -Vefify design parameters and READ NOTES ON THIS AND tNcLuDEDmrrEKnEFERANCE PAGE M*7473 rev. la(03,2015 BEFORE USE.
Design valid for use only with Mrrek@ 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 mustverify 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
Is always required for stability and to prevent collapse with possible personal Injury and properN, damage. For general guidance regarding the WOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Q61 ality Criteria. DSI111-89 and BCSI Bulding Component 6904 Parke East Blvd.
Safaty Inforrnatlonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Tru S Truss Type Qty Ply ACQUAVISTA
T15571974
75580 J5 JACK -OPEN 31
Job Re
Uhambers I russ, Inc., t-orl Fierce, I-L ci.iovs.rviat 1 1 4U 10 IVII I UK H ILIUbinU5, H 1U. 1UU INUV 10 U0.44.40 4U.0 FUYU .
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-zEE828aY4dl7MOVvNPAhlpeT9ORx48NSPUltyEyJf97
Scale = 1:14.9
3
4.50F1_2
9
C?
2
4
3x6 =
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.14 4-7 >411 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.43 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 n1a
BCDL 10.0 Code FBC2017[TP12014 Matr1x-MP Weight: 19 lb FT = 20%
LIUMBER- BRACING-
TOPCHORD 2x4 SP M 30 1 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD 2x4 SIP M 30 BOTCHORD Rigid ceiling directly applied or 10,0-0 oc bracing.
REACTIONS. (lb/size) 3=136/Mechanical, 2=391/0-8-0,4=57/Mechanical
Max Harz 2=285(LC 12)
Max Uplift 3=-200(LC 12), 2=-649(LC 12), 4=-134(LC 9)
Max Grav 3=1 36(LC 1), 2=391 (LC 1), 4=89(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psIf BCDL=3.Opsf; h"37ft; 13=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -_0_0 to 4-5-13, Interior(l) 4-5-13 to 4-11-4 zone; porch left
and right exposed;C-C for members and forces & MWFRS for reactions shownJI Lumber DOL=1.60 plate grip, DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
3=200,2=64914=134. 1
Walter P. Finn PE No.22839
MITek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
November 13,2018
WARNING . Vefirydesign parameters andREAD NOTES ON THISAND INCLUDED MfTEKREFE ANCE PAGE M11-7473 rev. 100312015 BEFORE USE.
Design valid for use only with MlTek@ connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and prop6rty damage. For general guidance regarding the
M!Tek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPIl 'Quality Crill DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety [rifoilmationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, IVA 22314. Tampa, FL 33610
Job Tru a Truss Type Oily Ply ACQUAVII TA
T1 5571975
75580 J7 JACK -OPEN 28
nal)
Chambers Truss, Inc., Fort Pierce, FL
LOADING (pso
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
LIUMBER-
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
4.50F1_2
3xl 0 —_
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Nov 13 013:22:47 2018 Page 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-RQoW FUbArx9zzY45x7hwrl Acuoi EpWHbe8mQUgyJf96
3X5 Z_
10
2-10-2
6 5
6xB =
Scale = 1: 18.5
C"I
SPACING- 2-0-0 CS1. DEFL. in (loc) I/def] Lid PLATES GRIP
Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.34 6-9 >245 240 MT20 244/190
Lumber DOL 1.25 BC 0.68 Vert(CT) -0.12 6-9 >687 240
Rep Stress Incr YES WB 0.34 Horz(CT) -0.01 5 n1a n1a
Code FBC2017fTPI2014 Matrix -MP Weight: 30 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 5-0-1 oc bracing.
REACTIONS. (lb/size) 4=74/Mechanical,2=472/0-8-0,5=218/MechanicaI
Max Harz 2=357(LC 12)
Max Uplift 4=-101(LC 12), 2=-762(LC 12), 5=-402(LC 12)
Max Grav 4=94(LC 17), 2=472(LC 1), 5=218(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when
TOPCHORD 2-0=-347/684
BOTCHORD 2-6=-1004/422
WEBS 3-6=-483/1150
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-Oto 4-5-13, Intedor(l) 4-5-13 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in 'all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
4=101,2=762,5=402.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
INA RIVING - Verify design param eters and READ NO TES ON THIS A ND INCL UDED MITEK REFERANCE PA GE M11-7473 re i& i =12o is BEFoRE usE.
Design valid for use only with M]TekO 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 prope y damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMI1 Quality Cifteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inforimationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, YA 22314. Tampa, FL 33610
Job Tru s Truss Type Cry Ply ACQUAVISTA
T1 5571976
75580 K Half Hip 1 1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
2-0-0
C
4x4 =
4.5 0 F1 _2
13
5x6 =
3X4 =
8.130 s.Mar 11 2018 MiTek Industries, Inc. Tue Nov 13 08:22:48 2018
3x4
4
3X6
6XB
U5 =
Scale = 1:30.1
12
0
LOADING (pso SPACING- 2-0-0 CS1 ' DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.08 6-7 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.16 6-7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) -0.02 12 n/a n/a
BCDL 10.0. Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.15 7-11 >999 240 Weight: 73 lb FT = 20%
LUIMBER-
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=840/0-8-0,12=656/0-3-8
Max Horz 2=360(LC 12)
Max Uplift 2=-894(LC 12), 12=-608(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when
TOPCHORD 2-3=-1202/1157,3-4=-1137/1214,6-8=-568/536,5-8=-568/536
BOTCHORD 2-7=-1224/1137, 6-7=-984/807
WEBS 4-7=-367/398,4-6=-848/1062, 5-12=-665/779
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-10-13 oc pudins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 5-11-2 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=1 32mph; TCDL=4.2psf; LDL=3.0psf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 4-5-13, Interior(l) 4-5-13 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 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 nonconcurre9lt 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) 12 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. 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=894,12=608.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6834
6904 Parke, East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND iNcLuDED mrrEKREFERANcE PAaE mir-7473 .. io10312oisBEFoREusE.
Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design poramejers 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 MiTdk* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII qualify CrIforlo, DSB-89 and BCSI Building ComponentSafety [nfairnationcivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrio, " 2V?N 22 14.
6904 Parke East Blvd.
Tampa, FL 33610
Job Truss Truss Type City Ply ACQUAVISTA
T1 5571977
75580 KI Half Hip I
Job Reference (optional)
L;namners iruss, Inc., t-on merce, M t5. iou s mar 11 ieU 10 W11 18K inausines, inc. i ue v4ov io umze:,4ti eu i tj rage i
2-0-0 5-7-1 3-4-15 6-6-0
3xB
5x6 &B
4 5
4.50 F1 —2 2x3 -Z
13
5
2
E
7 6
3x5
3XB 3X4
12
Scale = 1:30.4
9-0-0 6-6-0
Plate Offsets (X,Y)-- I :0-0-9,Edgel, [4:0-3-0,0-2-61, [5:0-1-8,0-3-01
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.11 7-11 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.25 7-11 >747 240
BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) -0.02 12 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.11 7-11 >999 240 Weight: 79 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 od purlins,
BOTCHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 5-7-3 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=840/0-8-0,12=656/0-3-8
Max Horz 2=433(LC 12)
Max Uplift 2=-879(LC 12), 12=-623(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
TOPCHORD 2-3=-1290/1438, 3-4=-902/940, 4-5=-848/948
BOTCHORD 2-7=-1640/1312
WEBS 3-7=-531[785, 5-7=-964/865, 5-12=-680[756
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 4-5-13, Inteirior(l) 4-5-13 to 9-0-0, Exterior(2) 9-0-0 to
15-0-12 zone;C-C for members and forces & MWFRS for reactions shown; LumIber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water poncling.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre t with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 12 considers parallel to grain value 'using ANSVTPI 1 angle tj 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=879,12=623. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - Verify design prm.ters and RE4D NOTES ON THISAND iNcLuDED mrrEKREFER NCE PAGE Mll-7473 rev. 1WO312015BEFORE USE.
Design valid for use only with MiTek8 connectors. This design Is based only upon parameters s hown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design param6ters 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 prope"y damage. For general guidance regarding the
fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
SafotV Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, YA 22314. Tampa, Fl- 33610
Job Tru s Truss Type aty Ply ACQUAVISTA
T15571978
75560 KJ3 DIAGONAL HIP GIRDER 2 1
Job Reference (optional)
unamoers i russ, mc., ir-ort vierce, F-L mi ju s mar i i zui b mi i eK mausines, inc. i ue imov io utj:zz:4,d zui u t-age i
2
1
3X5 =
3.11BF1_2
Scale = 1: 13.7
3
8 4
NAILED
NAILED
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) Vdefl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.05 4-7 968 240
TCDL 15.0 Lumber DOL 1.25 BC 0.25 Verl(CT) 0.05 4-7 993 ISO
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 ri/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS. (lb/size) 3=77/Mechanical, 2=400/0-10-15, 4= 11 /Mechanical
Max Horz. 2=212(LC 24)
Max Uplift 3=-89(LC 8), 2=-707(LC 8), 4=-68(LC 5)
Max Grav 3=1 04(LC 28), 2=413(LC 28),4=47(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when.,
PLATES GRIP
MT20 244/190
Weight: 17 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed fora 10.0 lost bottom chord live load nonconcurrent with anyother 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 lithstanding 100 lb uplift at joirl 3, 4 except at=lb)
2=707.
6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS, guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 4-5=-20
Concentrated Loads (lb)
Vert: 8=81(F=41, 13=41)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke, East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MlTek@ connectors. This design Is based only upon, parameters sl own, and Is for an Individual building component notI
a truss system. Before use, the building designer must verify the applicability of design porome ters and properly Incorporate this design Into the overall
building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chorcilmernbers 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 Quo" CrIt do, DSB-89 and BCSI Building Componenta 6904 Parke East Blvd.
Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, A 221Y14. Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T1 5571979
75580 KJ5 DIAGONAL HIP GIRDER 5 1
Job Reference (optional)
2-9-15
a
2
3x6 =
8
LOADING (ps, SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60
TCDL 15.0 Lumber DOL 1.25 BIC 0.34
EICLIL 0.0 Rep Stress Incr NO W13 0.00
EICDL 10.0 Code FBC2017fTP12014 Matdx-MP
LIUMBER-
TOP CHORD 2x4 SP M 30
BOT CHORD 2X4 SP M 30
REACTIONS. (lb/size) 3=180/Mechanical, 2=464/0-10-15, 4=68/Mechanical
Max Harz 2=284(LC 8)
Max Uplift 3=-239(LC 8), 2=-756(LC 8), 4=-1 80(LC 5)
Max Gray 3=180(LC 1), 2=464(LC 1), 4=1 15(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when
NOTIES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and eight exposed;
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrel
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in;
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 %A
3=239,2=75614=180.
6) "NAILED" indicates 3-1 Old (0.1 48"xX) or 2-12d (0.1 48"x3.25") toe -nails per NDS
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted a
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=1 1 O(F=55, B=55) 1 0=2(F=l, B=1)
a. wu s mar I I ieUld Mi I eK inausines, inc. i ue Nov 1;j ut3:zz:bu zuid vage i
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-r?TftWd28sXYqOpgcFFdTfo7r'.?OKOyMI K6?45?yJf93
7-0-2
3-1-15
Scale = 1: 18.9
9
NAILNAILEDED
33.18 F1 _218172 EDNAILEDNAIL
9
6 cv
7
10 4
NAILED
NAILED
7-0-2
7-0-2
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.27 4-7 >307 240 MT20 244/190
Vert(CT) 0.25 4-7 >330 180
Horz(CT) 0.00 3 n/a n/a
Weight: 26 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
CDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
imber DOL=1.60 plate grip DOL=1.60
with any other live loads.
areas where a rectangle 3-6-0 tall by 2-0-0 wide
100 lb uplift at joint(s) except at=lb)
F) or back (B).
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33810
Data:
uv iilutvl 10'evio
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 1WO312015 BEFORE USE.
Design valid for use only with IvIlTek@ 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 r embers only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and propert damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPll Quality Criteria, DSB-89 and 0CSI Bullding Component 6904 Parke East Blvd.
Safety [Informatlonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA, 22314. Tampa, FL 33610
Job Tru s Truss Type City Ply ACQUAVISTA
TI 5571980
75580 KJ7 DIAGONAL HIP GIRDER 6
Job
Chambers Truss, Inc., Fort Pierce, FIL
5-7-5
1
id.-iou a mar ii ZU11:3 Fill 18K inausines, inc. jue NOVI J UtJ:X;C!DI ZUItJ rage I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-JB1.15rehv9fPSAOsAzms?tLlbPASIJfBZmkddRyJf92
5-7-5 4-2-12
Plate Offsets (X,Y)-- 12:0-1-3,0-0-21
LOADING (psf) SPACING- 2-0-0 CS] ' DEFL. in loc) Well Lid
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.12 6-7 976 240
TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.11 6-7 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.02 5 n1a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
LIUMBER-
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4= 141 /Mechanical, 2=632/0-10-15, 5=354/Mechanical
Max Harz 2=356(LC 8)
Max Uplift 4=-21 1 (LC 8)i 2=-1 060(LC 8), 5=-642(LC 8)
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when
TOP CHORD 2-3=-891/1300
BOTCHORD 2-7=-1397/822, 6-7=-1397/822
WEBS 3-7=-398/266, 3-6=- , 881/1497
Scale: 112"=1'
9
PLATES GRIP
MT20 244/190
Weight: 42 lb FT m 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOTCHORD Rigid ceiling directly applied or 5-9-14 oc bracing.
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCLJL=4.ZPST; BCDL-3.0psf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; l4umber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in ail 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 wistanding 100 lb uplift at joint(s) except at=lb)
4=211,2=1060,5=642. 1
6) "NAILED" indicates 3-1 Od (0. 1 48"x3") or 2712d (0. 1 48"x3.25") toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-4=-70, 5-8=-20
Concentrated Loads (lb)
Vert: 12=-75(F=-37, B=-37) 13=81 (F=41, B=41) 14=2(F=I, B=1) I b=-bb(F=-29 B=-29)
Walter P. Finn PE No.22839
M!Tek USA, Inc. FL Cart 6611
6904 Parke : East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE 11,111.7473 r.. 1010312015 BEFORE USE.
Design valid for use only with MiTek@ connectors, This design Is based only upon parameters sholvn, 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 r embers only. Additional temporary and permanent bracing MiTek' 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, seeANSVFPII Qua[21 Criteria, DSB-89 and BCSI BuDdIng Component 6904 Parke East Blvd.
Salloty linformationavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VAI 22 14. Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQUAVii TA
T15571981
75580 KJA Roof Special Girder 1 1
Job Reference (optional)
Chambers Truss, inc., Fort Pierce, FL 8.130 Is Mar 11 2018 W11 I eK indusines,.inu. i ue Nov 13 08;22;52 20 Io Faye I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-nObPlBfJgTnG4Jz3kgH5Y4uTLpYhUssKnQUB9tyJf91
2-9-15 2-7-11
2-9-15 2-7-11
Scale = 1: 11.0
3.1 B 1112
2
3x6 =
8
NAILED
NAILED
2-7-11
4
3X4 11
3
48
7
6
LOADING (psf) SPACING- 2-0-0 CS" DEFL. in loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0 0 Vert(LL) -0.01 7 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 0
6
B i Vert(CT) 0.01 7 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n1a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 13 lb FT = 20%
LUIMBER- BRACING -
TOP CHORD 2x4.SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-7-11 oc purlins,
BOTCHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS.. (lb/size) 3=-59/0-2-12, 2=399/0-10-15
Max Horz 2=1 66(LC 8)
Max Uplift 3=-88(LC 17), 2=-718(LC 8)
Max Grav 3=271 (LC 24), 2=399(LC 1)
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=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grlp DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI1TPI I
3) Gable studs spaced at 2-0-0 oc. .
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurlt 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) 3 considers parallel to grain value using ANSI/TPI I 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) 3.1
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Gt=lb)
2=71 B. 1
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
10) "NAILED" indicates 3-10d (0.148"xX) or2-12d (0.1148"x&25") toe -nails per INDS guidlines.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted 'as front (F) or back (B).
I
LOAD CASE(S) Standard
1) bead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase--11.25
Uniform Loads (plf)
Vert: 1-3=-70,4-5=-20
Concentrated Loads (lb) Walter P. Finn FIE No.12839
Vert: 8=67(F=34, B=34) MiTak USA, Inc. FIL Carl 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
AQ, IvARNiNG - verify design parameters and REAID NOTES ON THISAND INCLUDED MITEKREFER NCE PAGE MIP7473 rev. 1010=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 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 M!Tek* Is always required for stability and to prevent collapse with possible personal Injury and prope y damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Qualilly Citteda, DSB-69 and BCSI RuldIng Component 6904 Parke East Blvd.
Safety Informatkinovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, YA 22314. Tampa, FL 33610
Job S City Ply ACQUAVIII TA
T15571982
75580 M Monopitch 14 1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL miou s Mar i i 20118 MiTek indusiries, inc. Tue Nov 13 08:22:52 2018 Page 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-nObPlBfJgTnG4Jz3kgH5Y4uUTpUSUfpKnQUB9tyJf91
1-0-0 B-4-7 14-4-0
2 0.0 8-4-7 5-11-9
3x6 Scale 1:37.1
3x6
3X10
4.5 0 F1 _2 5
3x4
3x
4
3
2 12
6
7 6
4x4 2x3 11 3x4
8-4-7 14-4-0
B-4-7 5-11-9
Plate Offsets (X,Y)-- [5:Edge,0-1-51
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Ildefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.09 7-11 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.25 7-11 >689 240
BCLL 0.0 Rep Stress [net YES WB 0.84 Horz(CT) -0.02 12 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.20 7-11 >835 240 Weight: 75 lb FT m 20%
LUMBER- 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 7-1-3 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=788/0-8-0,12=603/0-3-8
Max Harz 2=609(LC 12)
Max Uplift 2=-776(LC 12),12=-630(LC 12)
Max Grav 2=788(LC 1), 12=630(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-4=-978/581, 6-8=-450/569, 5-8=-450/569
BOTCHORD 2-7=-871/1002, 6-7=-871/1002
WEBS 4-7=-15/336, 4-6=-1 102/957,5-12=-705/631
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 4-5-13, Interior(l) 4-5-13 to 13-10-12 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate g n1p DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurren't with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in a' 11 areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) 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. 1
5) Provide mechanical connection (by others) of truss to bearing plate capaDle or withstanding 100 lb uplift at joint(s) except Ot=lb)
2=776,12n630. I
Walter P. Finn PE No.22839
li USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 13,2018
WARNING -Vefify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 101=015 BEFORE USE.
Design valid for use only with MiTek@) connectors. This design Is based only upon parameters s Ihown, and Is for an Individual building component, no!
a truss system. Before use, the building designer must verity the applicability of design poramWers and properly Incorporate this design Into the ovei all
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chordImembers 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, seeANSVTPII Quality Criteria, DSBI and BCSI Building Component 6904 Parke East Blvd.
Safety [nformationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, \(A 22314. Tampa, FL 33610
Job s Qty Ply ACQUAVII TA
T15571983
75560 MV2 Valley 1 1
Job Reference (optional)
unarnDers i russ, inc., t-ort rierce, r-L
10
3X4
0. 113U b IvIdl 1 1 4u 10 Ivil I UK H luubulms' u lu. I uU lluv 10 Uo;44;00 zu 10 rdyU I
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-Ga9nWXfxRnw7hTYFlOoK5[QmCCwtDJ6UO4DkhKyJf9O
2-0-0 1 -
4.50 F12 2
3
Scale = 1:6.5
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.08 Vert(LL) n1a n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n1a
BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIO - NS. (lb/size) 1=54/2-0-0,2=42/-0-0,3=12/2-0-0
Max Horz 1=43(LC 12)
Max Uplift 1=-41(LC 12), 2=-61(LC 12)
Max Grav I =54(LC 17), 2=44(LC 17), 3=24(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sAown
NOTES- I
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterion(2) zone;C-C or members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerit 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 376-0 tall by 2-0-0 wide
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 formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of J.thstanding 100 lb uplift at joint(s) 1, 2.
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
November 13,2018
WARNING - Verify designparameters and READ NoTEs ON rHIS AND INCLUDED MffEKREFERANCE PAGE M11-7473 rev. 1WO3)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 paramejers and properly Incorporate this design Into the ove mil
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord rnembers 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, seeANSVrPII Quality Criteria. DSB49 and SCSI BuDdling Component 6904 Parke East Blvd.
Safety Infounallonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, V 22314. Tampa, FIL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T15571984
75580 MV4 Valley I
i al)
Chambers Truss, Inc., Fort Pierce, FL tj.l iu a mar I I Zulu Mi I eK industries, Inc. Tue Nov i 3 08:22:54 zui ts vage 1
ID:fsZHWxfoKVohudkTKMpBXwyJwY7-kmjAitgZC42—Jd7Rr5JZdVzpJcDgymMdFkz]EmyJf9?
4.0.0
1 4-0-0
Scale 1: 10.2
3X4
4.50 [1-2
3
3X4 3X4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/def] Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 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 0.00 Horz(CT) 0.00 n1a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 12 lb FT 20%
LUMEIER- BRACING -
TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=137/4-0-0,3=137/4-0-0
Max Harz 1 =1 1 O(LC 12)
Max Uplift 1=-104(LC 12), 3=-146(LC.12)
Max Grav 1=138(LC 17), 3=143(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-153/285
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TC 3CDL=3.Opsf; h=37ft; B=55ft; 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) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in ail 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=104,3=146. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312DIS 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 parametbrs 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 M!Tek* Is always required for stability and to prevent collapse with possible personal Injury and propert damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANsvwll Q601? CrIleda. DSB-89 and BCSI Bufldtng Component 6904 Parke East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Adexandrio, VA, 1 114. Tampa, FL 33610,
Job Tru s Truss Type City ply ACQUAVISTA
T15571985
75580 N HALF HIP 2 1
Job Reference (optional) I
L,namoers I russ, Inc., ron rierce, t-L ts.-Iju s mar i i zultj mi I eK inausines, Inc. I ue NOV Id Ut$:XX:b4 XUld rage i
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-kmjAjtgZC42-Jd7Rr5JZdVzmMc5lyaUdFkz]EmyJfg?
3x6 =
3x6 =
4xB =
6X8 11
4.50 F12- 5 6
6X8 75'
4X6 4
L _J
3
15
16
2 1 41-7
9 8 7
4x5 2X3 11 3x8
3x8
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.43 9-13 399 240
TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.16 9-13 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.03 14 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS
LUIMEIER-
TOPCHORD 2X4 SP M 30
BOTCHORD 2X4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=788/0-8-0,14=603/0-3-8
Max Harz 2=577(LC 12)
Max Uplift 2=-1226(LC 12),14=-1040(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shc
TOPCHORD 2-4=-1060/2608,4-5=-228/350, 7-10=-1794/593, 6-10=-1794/693
BOTCHORD 2-9=-2908/925, 8-9=-2908/925, 7-8=-472/145
WEBS 4-9=-1087/305, 4-8=-882/2770, 5-8=-1574/418,5-7=-532/1756, 6-1
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; B
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 4-
to 13-10-12 zone; porch left and right exposed;C-C for members and forces & Mv
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent
5) * 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.
6) Bearing at joint(s) 14 considers parallelto grain value using ANSI/TPI 1 angle to g
capacity of beating surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of witl
2=1226,14=1040.
PLATES GRIP
MT20 244/190
Scale = 1:36.8
Weight: 87 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 3-1 -8 oc bracing.
3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
Interior(l) 4-5-13 to 13-0-0, Extedor(2) 13-0-0
for reactions shown" Lumber DOL=1.60 plate
any other live loads.
as where a rectangle 3-6-0 tall by 2-0-0 wide
formula. Building designer should verify
iding 100 lb uplift at joint(s) except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Carl 6634.
6904 Parke East Blvd. Tampa FL 33610
Data:
NnvPnnhinr 1.q gni A
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCIi PAGE MIP7473 rev. IWO"015 BEFORE USE.
Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord me pbers 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 Criteria, DSB-09 and III Building Componant 6904 Parke East Blvd.
Safety Infarmationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Truss Truss Type Qty Ply ACQUAVISTA
T15571986
75580 N11 HALF HIP 2 1
Job Reference (optional)
unamoers i russ, inc., r-on rierce, r-L b.-iou s mar i i eUl U M1 I eK inausines, inc. i ue viov i o uo:ze:oo zui t5 rage i
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-CzHYxDhBzOArxnidPoqoAjWyaOTQh3nmTOirmCyJfg.-
2-0-0 6-4-4 4-7-12 3-4-0
3x6 Scale 1:30.6
4x8
6x8
4 5
4.50 F1-2 5x6
3
15 T
14
2 r- -1
13
L—i
8 7 6
xB
2x3 4x5 44
3-4-0
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017fTP12014
CSI.
TC 0 3
BC 0
7
WB 0.69
Matrix -MS
DEFL. in
Vert(LL) 0.27
Vert(CT) -0.09
Horz(CT) -0.03
loc) Ildefl Lid
8-12 >633 240
8-12 >999 240
13 n1a n1a
PLATES GRIP
MT20 244/190
Weight: 81 lb FT = 20%
LUIMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOTCHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 3-4-4 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=788/0-8-0,13=603/0-3-8
Max Horz 2=505(LC 12) -
Max Uplift 2=-1249(LC-12),13=-1017(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 137/3007, 3-4=-466/1126, 6-9=-1 666/509, 5-9=-1 666/509
BOTCHORD 2-8=-3213/1007, 7-8=-3213/1007, 6-7=-1 189/384
WEBS 3-8=-905/250, 3-7=-716/2326, 4-7=-1 534/397, 4-6=-582/1820, 5-1 605/11794
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=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 4-5-13, Interion(l) 4-5-13 to 11 -0-0, Exterior(2) 11 -0-0
to 13-10-12 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) 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 lareas 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 ANSVTPI I 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=1249,13=1017.
Walter P. Finn PE N6.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FIL 33810
Date:
November 13,2018
WARNING- Verify design parameters and RE4D NOTES ON THIS AND INCLUDED mrrEK REFERANLE PAGE miP7473,.. 1wo3,,2o1sBEFoREUsE.
Design valid for use only with Mrrek@ connectors. This design Is based only upon parameters shoJvn, 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 mbmbers 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 Qu6ilty Criteria, DSO-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Informallonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA.22314. Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T15571987
75580 N2 HALF HIP 2 1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
2-0-0 5-7-1
2.0.0 5-7-1
4.5 0 F1 —2 3X5
3
13
2
3x10
8.130 s Mar 112018 MiTek Industres, Inc. Tue Nov 13 08:22:56 2018 Page i
KVohudkTKMpBXwyJwY7-g9rw8ZipiCi IiYxGqzW Ll iw243QmoQVBvA2SOHfyJf8z
5-4-0
4x5
5x8
4 53x6
3XB = 3X4 11
12
Scale = 1:28.3
9-0-0 1 14-4-0
9-0-0 5-4-0
Plate Offsets (X,Y)-- [2:0-3-6,0-1-81,15:0-1-8,0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in cc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.63 7-11 >272 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.23 7-11 >744 240
BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) -0.03 12 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 76 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins,
BOTCHORD 2x4 SP M 31 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 3-1 -1 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-7
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 2=788/0-8-0,12=603/0-3-8
Max Harz 2=433(LC 12)
Max Uplift 2=-1 269(LC 12),12=-997(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 117/2848, 3-4=-735/2094, 4-5=-63712021
BOTCHORD 2-7=-3035/1014
WEBS 3-7=-507/1179, 4-7=-409/103, 5-7=-2257/688, 5-12=-607/1731
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=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterion(2) -2-0-0 to 4-6,-13, Interior(l) 4-5-13 to 9-0-0, Extedor(2) 9-0-0 to
13-10-12 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all 'areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 1
6) Bearing at joint(s) 12 considers parallel to grain value using ANSVTPI 1 angle to gralin formula. Building designer should verify
capacity of bearing surface. 1
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding I OD lb uplift at joint(s) except Gt=lb)
2=1269,.12=997.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Curt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parameters shov n,and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design.parometeri and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord m6mbers 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 I I
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Camponant 6904 Parke East Blvd.
Safety Infarynaftnovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2.2314. Tampa, FL 33610
Job Tru s Truss Type Qty Ply ACQUAVISTA
T15571988
75580 N3 Half Hip 1 1 1
Job Reference (optional)
L;namoers I russ, Inc., t-orE vierce, 1-1-
2
44 =
4.50F12
7-0-0
12
4X8
t5. wu s mar I I ZU1 t5 IVII I 8K inausines, inc. i ue njov i i umzz:n/ zu i tj r-age i
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-BLO[MviRU?QZA5rOXDtGFBbLjqCZ9z]3)dByp5yJf8y
14-4-0
7-4-0
63x4 =
Scale = 1:28.3
5xB
43x6
5
3x4 11
1 7-0-0 7-4-0
Plate Offsets (X,Y)-- [4:0-1-8,0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.05 6-10 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.14 6-10 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) -0.02 11 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 6-10 >999 240 Weight: 67 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 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 6-2-10 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midot 4-6
REACTIONS. (lb/size) 2=788/0-8-0, 11=603/0-8-8
Max Harz 2=360(LC 12)
Max Uplift 2=-846(LC 12), 11 =-561 (LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
TOPCHORD 2-3=-1064/1042, 3-4=-1012/1104
BOTCHORD 2-6=-1 124/1020
WEBS 3-6=-140/358, 4-6=-1034/944, 4-1 1=-626f744
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; B
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 4-1
13-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumt
3) Provide adequate drainage to prevent water poncling.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
5) * 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.
6) Bearing at joint(s) 11 considers parallel to grain value using ANSI1TPI I angle to g
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of will
2=846,11=561.
L=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
3, Interior(l) 4-5-13 to 7-0-0, Exterior(2) 7-0-0 to
DOL=1.60 plate grip DOL--1.60
i any other live loads.
as where a rectangle 3-6-0 tall by 2-0-0 wide
i formula. Building designer should verify
inding 100 lb uplift at joint(s) except Gt=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING- Verify design parameters and REW NOTES ON THIS AND INCLUDED MITEK REFERAME PAGE mu-1473 rev. 1WI7312015 BEFORE USE.
Design valid for use only with MiT91<8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not MFatrusssystem. Before use, the building designer must verify the applicability of design porometer and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord m6mbers 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, seeANSIM11 Qu6iffy CrItarla. DSB-89 and BCSI BuRdIng Camponant 6904 Parke East Blvd.
Safety Informallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Tru s Truss Type Qty Ply CQUAVIII TA
T15571989
75580 N4 Half Hip 1 1
Job Reference (optional)
u—, — L ".. —, "
45
13 3
4.50F1-2
IFC
2
1
SX5
73x4 =
o. iou s rviar 1 1 4U 10 IVII I eK inuusines, inc. i ue i,4ov jo umze;nti eults rage 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-cYygZFj4FJYQoEQC4xoVoL8V1 DXHuUPDAMxVMXyJf8x
9-6-4 14-4-0
4-6-4 4-9-12
3x4
4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) 11defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.13 6-7 999 360
TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.27 6-7 627 240
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.02 12 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LI-) 0.06 7 999 240
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=788/0-8-0,12=60310-3-8
Max Harz 2=288(LC 12)
Max Uplift 2=-857(LC 12),12=-549(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
TOPCHORD 2-3=-1264/1294, 3-4=-1217/1295, 6-8=-521/470, 5-8=-521/470
BOTCHORD 2-7=- 1296/1207, 6-7=- 1390/1045
WEBS 4-7=-42/257, 4-6=-971/1348, 5-12=-618[771
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; B
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 4-!
13-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumt
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
5) * 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.
6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to g
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of witt
2=857,12=549.
Scale 1:28.1
3x6
5 6xB
L I
C
E 71
12
6.
6
3x8
PLATES GRIP
MT20 244/190
Weight: 66 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 6-2-13 oc bracing.
L=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
3, Interior(l) 4-5-13 to 5-0-0, Exterior(2) 6-0-0 to
DOL=1.60 plate grip DOL=1.60
any other live loads.
is where a rectangle 3-6-0 tall by 2-0-0 wide
formula. Building designer should verify
100 lb uplift at joint(s) except at=lb)
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cori 6634
6904 ParWe East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MM7473 rev. 1WO312015 BEFORE USE.
Design valid for use only with Miffel<G connectors. This design Is based only upon parameters shown, land Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters a6l d 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 claTage. For general guidance regarding the M!Tek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Qually Criteria. DSB-89 and SCSI Building Component
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223,14.
6904 Parke East Blvd.
Tampa, Fl- 33610
Job Tru s Truss Type City Ply ACQU
T15571990
75580 P HIP 1
Job ReAV'
STA
Chambers Truss, Inc., Fort Pierce, FIL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Nov 13 08:22:59 2018 Page 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-4kW3mbkiOdgHQO?PeevkKZgcMdnydxZMOOg3uzyJf8w
2 -00.-01 7-0-0 11-6.0 16-0-0 23-0-0 25-0-0
7-0-0 4-6-0 1 4-6-0 7-0-0 2
Scale = 1:44.0
6xl 0 MT1 OHS
2x3 6xl 0 MT1 OHS
4.50 r1-2
3 4 5
ai
18 19
T
2 6
7 19T I
01,
11 1 011 9 8
3x10 2X3 11 3X6
3x8 2X3 11 3x10
7-0-0 11-6-0 60014 23-0-0
7-0-0 4-6-0 1 7-0-0
Plate Offsets (X,Y)-- 2:0-3-6,0-1-81,[3:0-5-0,0-1-141,[5:0-5-0,0-1-141,[6:0-3-6,0-1-'81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Ydefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.46 8-17 >595 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.19 11-14 >999 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.10 6 n1a n/a
BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 103 lb FT = 20%
LIUMBER-
TOP CHORD 2X4 SP M 31 *Except*
3-5: 2x4 SP M 30
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=1175/0-8-0,6=1175/0-8-0
Max Harz 2=1 56(LC 11)
Max Uplift 2=-1 921 (LC 12), 6=-1 921 (LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shc
TOPCHORD 2-3=-212615395, 3-4=-2205/5791, 4-5=-2205/5791, 5-6=-2126/539!
BOTCHORD 2-11 =-4759/1918, 9-11 =-4807/1928, 8-9=-4841/1928, 6-8=-479211!
WEBS 3-1 1=-889/276, 5-8=-889/276, 3-9=-799/445, 4-9=-321/418, 5-9=-7
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-10-4 oc pudins.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
NOTIES-
1 ) Unbalanced roof live loads have been 8brisidered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCLJL=-+.4P51, DuDL=3.Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)) -2-0-0 to 4-5j,13, Interion(l) 4-5-13 to 7-0-0, Exterior(2) 7-0-0 to
16-0-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated. I
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 alreas 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=1921,6=1921.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl- Cert 6634
69D4 Parke East Blvd. Tampa Fl- 33610
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEIPArE M11-7473 rev. la'03,(2015 BEFORE USE.
Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord merhbers only. Additional temporary and permanent bracing MiTek' Is always required for stabllity 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, seeANSVMII QUal Ciffaria, DSB-69 and 13CSIBuIldling Component 6904 Pad(e East Blvd.
Safolty Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 21114. Tampa, Fl- 33610
Job Tru s Truss Type Qty Ply ACQUAVITA
T1 5571991
75580 V4 Valley 1 1
Job Reference (optional)
U11dilludib I rutsti, 111u., run rierce, rL
0
2-0-0
u.iju s mar i i zuitj mi i eK industries, Inc. I ue NOV 13 =23M ZU18 Vage 1
ID:fsZHWxfDKVohudkTKMpBXwyJwY7-17epBGmyYE%K_fi9nm3xCP_m61 RdC5w4fsK99ysyJf8u
3 6 = 4-0-0
4.5 0 F1 —2
2
3x4 3X4
3
LOADING (psf) SPACING- 2-0-0 CS1. DE 1. in (loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LI-) n/a n/a 999
TCDL 1 5.0 Lumber DOL 1.25 BC 012 Vert(CT) n/a n/a 999
13CLL 0.0 Rep Stress Incr YES WB 0 00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-P
LIUMBER-
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=108/4-0-0,3=108/4-0-0
Max Horz 1 =-21 (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
TOPCHORD 1-2=-1 61/278, 2-3=-1 61/278
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; BC
11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedon(2) zone;C-C for
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 'A
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all E
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of with!
joint 3.
Scale = 1:7.5
PLATES GRIP
MT20 2441190
Weight: 10 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Opsf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
ers and forces & MWFRS for reactions
any other live loads.
is where a rectangle 3-6-0 tall by 2-0-0 wide
98 lb uplift at joint 1 and 98 lb uplift at
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert , 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - Verity design parameters and READ NOTES ON THIS AND iNcLuDED mrrEK REFERANCE PIAGE 11111-7473 rev. 10/03,2015 BEFORE USE.
Design valid for use only with Mffek9 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 mernbers only. Additional temporary and permanent bracing Mffek'
is always required for stability and to prevent collapse with possible personal Injury and property don)age. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII QuallityiCrIleft, DSB-89 and BCSI Bulding Component 6904 Parke East Blvd.
Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Tru s Truss Type Qly Ply ACQUAVISTA
T15571992
75580 V8 Valley 1
job Reference (optional)
unarriDers I russ, Inc., -on rierce, rL
1
3X4
4-0-0
4.50F1-2
2
4
mjou s mar 1 4U10 IVII I eK inuusiries, inc. iva niuv io uo;4j;ue eum rage 1
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-VJCBPcmaJY2rHsLJnSRyBl9yryeqMNo4—%,jV[yJf8t
8-0-0
4X4 =
2X3 11 3x4 Z
9
Scale = 1: 14.6
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n1a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 23 lb FT = 20%
LIUMBER-
TOPCHORD 2x4 SP No.3
BOTCHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. lb/size) 1=141/8-0-0, 3=141/8-0-0, 4=293/8-0-0
Max Horz I =55(LC 11)
Max Uplift 1=-149(LC 12), 3=-149(LC 12), 4=-226(LC 12)
Max Grav 1=141 (LC 1), 3=142(LC 18), 4=293(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
WEBS 2-4=-251/420
NOTES- I
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; MW`FRS (directional) and C-C Exterior(2) zone;C-C for mi
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
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstal
joint 3 and 226 lb uplift at joint 4.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
h=37ft; B=55ft; 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 149 lb uplift at joint 1, 149 lb uplift at
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND iNcLuDED mrrEKREFERANcE PAG MII-7473 rev. la(MOISBEFORE USE.
Design valid for use only with MITekV 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 p operly incorporate this design Into the overall MF
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, seeANSVrpll Quality Criteria, DSB-89 and BCSI Bulding Component 6904 Parke East Blvd.
Safety Infannotionavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610
Job Truss Truss yp Qty ply ACQUAVISTA
T15571993
75580 V12 Valley 1
Job Referenc
unambers I russ, Inc., t-on: merce, t-L
IiI
3X4
4.50F1-2
5 ivid I I 4U 10 IVII I UK IlluuSirles"111u. I UU ImuV to uo 44;Dv 4u 10 rdyU 1a"""'
ID:fsZHWxfOKVohudkTKMpBXwyJwY7-4kW3mbk*iOdgHQO?PeevkKZgjbdsYd—aMOOg3uzyJfBw
12-0-0
6x6 =
2
4
2X3 11
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999
TCIDL 15 Lumber DOL 1.25 BC 0.46 Vert(CT) n1a n/a 999
B LL 0
1
C 0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017fTP]2014 Matrix-S
LUMBER-
TOPCHORD 2X4 SP M 30
BOTCHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. lb/size) 1=205/12-0-0, 3=205/12-0-0, 4=26/12-0-0
Max Harz 1 =90(LC 11)
Max Uplift 1=-207(LC 12),.3=-207(LC 12), 4=-437(LC 12)
Max Grav I =209(LC 21), 3=213(LC 18), 4=526(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
WEBS 2-4=-409/650
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; 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=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 %%
5) * 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.
6) Provide mechanical connection (by others) of truss to bearing plate capable of with!
1=207,3=207,4=437.
Scale = 1: 18.9
3
3X4 --
PLATES GRIP
MT20 244/190
Weight: 37 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
h=37ft; B=55ft; L=65ft; eave=7ft; Cat.
and forces & MWFRS for reactions
any other live loads.
is 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
Date:
November 13,2018
I
WARNING - Verify design parameters andREAD NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE. iI
Design valid for use only with Mrrek@ connectors. This design Is based only upon parameters shown, a nd Is for an Individual building component, not ml* a truss system. Before use, the building designer must verity the applicability of design parameters a6l d 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 darfiage. For general guidance regarding the
fabrl ation, storage, delivery, erection and bracing of trusses and truss systems, seeANS
I
c VIII311 Quality Crtforia, DSB-89 and BOSI Building Componont 6904 Parke East Blvd.
Safety Infarimationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223 4. Tampa, Fl- 33610
Job Truss Truss Type Qty Ply ACQUAVISTA
T1 5571 4
V16 Valley I
J al)
Lonamoers I russ, Inc., r-on: vierce, r-L PAar i I zui o pAi I eK inausines, Inc. I ue ijov i;j utj:zj:uu ;eu i v t-age i
ID:fsZHWxfOKVohu'dj'k]ToKuMspBXwyJwY7-Yw4R-wlKnwo71 YabCMQztmDlAl GtMQWVdgQcQQyJf8v
B-0-0 16-0-0
B-0-0 8-0-0
12
Scale = 1:25.3
5
3x4 --
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 5 n1a n/a
BCDL 10.0 Code FBC2017/TP[2014 Matrix-S Weight: 55 lb FT = 20%
LUMBER-
TOPCHORD 2x4 SP No.3
BOTCHORD 2X4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. All bearings 16-0-0.
lb) - Max Horz I= 1 24(LC 11)
MaxUplift All uplift 100 lb or less atjoint(s) except 1=-164(LC 12), 5=-11
12), 8=-538(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=529(LE
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-7=-270/113, 4-6=-429/717, 2-8=-429/717
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) 0-9-10 to 7-3-7,
14-5-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber D(
3) Gable requires continuous bottom chord bearing.
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 ar&
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstai
joint 5, 104 lb uplift at joint 7, 538 lb uplift at joint 6 and 538 lb uplift at joint B.
BRATG
Top CHO D Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
4(LC 12), 7=-104(LC 1), 6=-538(LC
18), 8=529(LC 17)
3.0psf; h=37ft; B=55ft; L=65ft; eave=7ft; Cat
leflon(l) 7-3-7 to 8-0-0, Extedor(2) 8-0-0 to
1.60 plate grip DOL=1.60
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
ng 164 lb uplift at joint 1, 164 lb uplift at
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 663,4
6904 PaftEast Blvd. Tampa FL 33610
Date:
November 13,2018
WARNING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMX7473 rev. laO.W015 BEFORE USE.
Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an lndMduol building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and pr6perly Incorporate this design into the overall
buildingdesIgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members dnly. 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, seeANSVrPII Qual" Cirlia'da, DSB-69 and BCSI Building Component 6904 Parke Easl Blvd.
SaliellyInformationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA2214. Tampa, FL 33610
Symbols Numbering System General Safety Notes
PLATE LOCATION AND ORIENTATION
14 /; Center plate on joint unless x, y13
offsets are Indicated.
1 6-4-8 1 dimensions shown in ff-in-sixteenths
Drawings not to scale) I I
Failure to Follow Could Cause Property
Damage or Personal Injury
Dimensions are In ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
1 2 3 1 . Additional stability bracing for truss system, e.g.
TOP CHORDS diagonal or X-bracing, is always required. See BCSI.
0-1/
11
C1-2 C2-3 2. Truss bracing must be designed by an engineer. For
WEBS C" - 4 wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
CY c?
0 h rac ng s ou e cons ere
0
T 3. Never exceed the design loading shown and never
6 stack materials on Inadequately braced trusses.
0 a-
C7-8 C6-7 C5-6 0 4. Provide copies of this truss design to the building
For 4 x 2 orientation, locate
BOTTOM CHORDS
designer, erection supervisor, property owner and
plates 0-1/0 from outside all other interested parties.
edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
This symbol indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint
required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1.
connector plates. THE LEFT.
7. Design assumes trusses will be suitably protected from
Plate location details available in MiTek 20/20
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1.
software or upon request.
NUMBERSAETTERS.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
PLATE SIZE
PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for
ICC-ES Reports: use with fire retardant, preservative treated, or green lumber.
The first dimension is the plate
4- width measured perpendicular ESR-1 311 _ESJ?7_1_352,_ESR_1_988__-
10. Comber is a non-structural consideration and is the
responsibility of -truss fabricator. -General piractice-Isto4-x ---to-slots-.-S-(o—nd—d!Ffi-e—nsid-n —is ER-3907, ESR-2362, ESR-1 397, ESR-3282 comber for dead load deflection.
the length parallel to slots.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12. Lumber used shall be of the species and size, and
Indicated by symbol shown and/or
by text in the bracing section of the
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
in all respects, equal to or better than that
specified.
13, Top chords must be sheathed or purlins provided at
output. Use T or I bracing spacing Indicated on design.
if indicated. Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling Is installed, unless otherwise noted. BEARING established by others.
Indicates location where bearings
supports) occur. Icons vary but @ 2012 M!Tek@ All Rights Reserved
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
reaction section indicates joint
number where bearings occur. 17. Install and load vertically unless indicated otherwise.
Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
Industry Standards.
project engineer before use.
ANSI/TP11: National Design Specification for Metal 19. Review all portions of this design (front, back, words
Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone
DSB-89: Design Standard for Bracing,
is not sufficient.
BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance withr
Guide to Good Practice for Handling, ANSI/TPI I Quality Criteria.
Installing & Bracing of Metal Plate
Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev, 10/03/2015