HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
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TRUSSES
�D�ntV
kFL0RlDA 0RP0RATION'
SCABNvNED
st,LucieCou* wool
TRUSS ENGINEERm"ING"
BUILDER: CONTE CONTRACTING
PROJECT:
CONTE RESIDENCE
COUNTY:
ST LUCIE
LOT/BLK/MODEL:
CONTE RESIDENCE
JOB#:
75043
MASTER#:
B52345
OPTIONS:
NO OPTIONS
Iur UKAWING / SUBMITTAL RE
APPROVED APPROVED AS NOTED
REVISE AND RESUBMIT REJECTED
" IT TA WASREVIEWED FOR DESIGN CONFORMI
'NERAL CONFORMANCE TO CONTRACT DOCU
7LY. THE CONTRACTnD
r Architectonic Inc
Fort Pierce, FL 34950
6#- TR R®®F
= liRUS5E5
A FLORIDA CORPORATION
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
RE: Job 75043
A-1 Roof Trusses
4451 St Lucie Blvd
Site Information:
Fort Pierce, FL 34946
Customer Info: CONTE CONTRACTING CORP
Project Name: CONTE RESIDENCE
Lot/Block:
Model:
Address: TBD, ST. LUCIE COUNTY, FL
Subdivision:
City:
County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name:
License #:
Address:
City:
General Truss Engineering Criteria Design Loads
(Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC 2017 RES / TPI 2014
Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 45.0 psf Floor Load: 0.0 psf
This package includes 64 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
3724
A01
3/5/19
13
3608
Al2
315119
25
3568
A24
3/5119
2
3061
A02
3/5/19
14
3611
A13
3/5/19
26
3533
A25
3/5119
3
3062
A03
315/19
15
3614
A14
3/5/19
27
3536
A26
3/5119
14
3063
A04
315/19
16
3617
A15
3/5/19
28
3070
A27
315/19
5
3064
A05
3/5119
17
3620
A16
315119
29
3071
A28
3/5/19
6
3288
A06
3/5119
18
3623
A17
3/5119
30
3072
A29
3/5119
7
3506
A07
3/5119
19
3703
A18
315/19
31
3073
A30
3/5119
8
3524
A07B
315119
20
3700
A19
315/19
32
3074
A31
3/5/19
9
3655
A08
315/19
21
3425
A20
3/5/19
33
3075
A32
315119
10
3600
A09
3/5119
22
3565
A21
3/5/19
34
3076
A33
315/19
11
3633
A10
315/19
23
3566
A22
3/5/19
35
3077
A34
315119
12
13605
1 All
315119
24
3567
A23
3/5/19 J
36
3728
A35
315119
The truss drawlng(s) referenced have been prepared byAIpm Bgineered Products, Inc. urx1umydirectsupervision based on the parameters. provided byA-1 Roof Trusses, Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the slate of Florida is February 28,2021.
NOTE:The seal on these drawings indicate acceptance of professionalengineedng
mssponsbility, solely fofthetruss components shown.
The suitability and use of components forany pardcularbuilding is the responsbTrty of the building
designer,perANSyTPF1 Sect
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
docrrrnents (also referred to at times as'Structural Engineering Documents] provided by the Building
Designerindiceting the nature and character of the work -
The design criteria therein have been transferred to AnthonyTombo III PE by [At Roof Trusses orspecific
beation]. These TDDs(also referred to at times as'Structural Delegated
Engineering Docurrentsl are specialty structural component designs and may be pad of the pnojecrs
deferred or phased submittals. As a Truss Design Engineer(ie, Specialty
i
Engmeerl, the seal here and on theTDD represents an acceptance ofpmfessional engineering Anthony T.
Tombo=III �.
responsblityforthedesign ofthe single Truss depicted on the TDD only. The Building Designeris
responsible forand shall coordinate and review the TODs for—
compabbirdywhhtheirwdttewenginmringmquhements. PleasereviewallTDDsandallnelatednotes.
-mIIrory°0
SERIAL #:
4d36b989999e20a51b6cde8e
Page 1 of 2
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A -I RUOF These truss designs rely on lumber values established by others.
TRUSSES
AFLORIOACORPORATION
RE: Job 75043
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
37
3732
A36
3/5/19
75
STDL11
STD. DETAIL
315/19
38
3078
CJ1
3/5/19
76
STDL12
STD. DETAIL
MM9
39
3437
CJ1P
3/5/19
77
STDL13
STD. DETAIL
315119
40
3080
CJ3
3/5/19
78
STDL14
STD. DETAIL
315/19
41
3081
CJ3B
3/5/19
79
STDL15
STD. DETAIL
315/19
42
3082
CJ3C
315/19
80
STDL16
I STD. DETAIL
3/5119
43
3512
CJ3P
315119
44
3084
CJ5
3/5119
45
3518
E01
3/5119
46
3741
E02
3/5/19
47
3086
E03
3/5/19
48
13515
1 HJ4P
3/5/19
49
3488
HJ5
3/5/19
50
3530
HJ5A
3/5/19
51
3109
HJ5B
3/5/19
52
3110
HJ6'
3/5/19
53
3087
J3
3/5/19
54
3440
J4P
3/5/19
55
3706
J5
3/5/19
56
3090
J5B
3/5/19
57
3091
J6
3/5119
58
3092
VO4
3/5119
59
13093
V08
3/5119
60
3094
VM02
3/5/19
61
3095
VM04
3/5119
62
13096
VM06
3/5/19
63
13097
VM08
3/5/19
64
13098
VM10
3/5/19
65
STDL01
STD. DETAIL
3/5119
66
STDL02
STD. DETAIL
3/5119
67
STDL03
STD. DETAIL
315119
68
STDL04
STD. DETAIL
3/5119
69
STDL05
STD. DETAIL
3/5119
70
STDL06
STD. DETAIL
3/5/19
171
STDL07
STD. DETAIL
315119
72
STDL08
STD. DETAIL
3/5/19
73
STDL09
STD. DETAIL
3/5119
74
STDL10
STD. DETAIL
3/5119
Page 2 of 2
t
Job
751043
Truss Truss Type I'll
Ply
A01 HIPS I 1 3
03/05/2019
3724
464 1555#y 155#y 1554 755#+ 155#+ 755p+ 1554 755}{y11155q#{7715' 155#+ 755#+ 155Ny 155#y 155#+ 155#y 155#+Z17
1_D_t'2''1' 2'_t"2't 2''Y z'T 2't 2'"t�1:V1:4- �Y 2'T'2''t'2't 2•"T'2'"}`z'i'6
{-- 5' - {- 36' { 5' -{
12
5 aa7X6 m4X4 as3X4-SX6 111.SX4
C D E F G
Y X W V- B2 U T
111.5X4 =3X70 asH0510 =3X8 asH0510
SEAT PLATE REQ.
=3X4 =5X6ss3X4
H I J
1=4X4 =7X6
K L
T1 T
Lfi(At) iv
N
P 0 1
Ea3X10 1111.5X4
SEAT PLATE REQ.
r' 2'- 1
- 5'0'6 -i 66# + 66Zk 4 661 4 66# 1 6a + 6d i 6 + 664 + 66H j 5
0-6 --{
159N 66# 664 fib# 66# 66# 66# 66# 66# 1594
Loading Criteria (port
Wind Criteria
TCLL: 30.00
Wind Sid: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: II
EXP: B KzC NA
Des Ld: 45.00
Mean Height: 19.67 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0'
MWFRS Parallel Dist: 0 to hl2
C&C Dist a: 4.60 it
Loc. from endwall: not in 13.01
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2 :T1 2x4 SP #2:
Bot chord 2x6 SP #2 :B2 2x6 SP 2400f-2.OE:
Webs 2x4 SP #3
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" D.C.
Repeat nailing as each layer is applied. Use equal
spacing between rows and stagger nails in each row
to avoid splitting.
(1) 1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25)
TC: From 82 plf at -2.00 to 82 pit at &00
TC: From 41 plf at 5.00 to 41 pit at 41.00
TC: From 82 plf at 41.00 to 82 plf at 48.00
BC: From 10 plf at 0.00 to 10 PIT at 5.03
BC: From 5 plf at 5.03 to 5 plf at 40.97
BC: From 10 plf at 40.9710 10 pIf at 46.00
TC: 46 lb Conc. Load at 5.00,41.00
TC: 178 Ib Conc. Load at 5.03,40.97
TC: 155 lb Conc. Load at 7.06, 9.06,11.06,13.06
15.06,17.06,19.06,21.06,23.00,24.94,26.94,28.94
30.94,32.94,34.94,36.94,38.94
BC: 159 lb Conc. Load at 5.03,40.97
BC: 66 lb Conc. Load at 7.06, 9.06,11.06,13.06
15.06,17.06,19.06,21.06,23.00,24.94,26.94,28.94
30.94,32.94,34.94,36.94,38.94
Wind
Wind loads and reactions based on MWFRS.
Code / Miss Criteria
DeB/CSI Criteria
Code: FBC 2017 RES
PP Deflection in too L/defl LN/
TPI Sid: 2014
VERT(LL): 1.083 G 506 361
Rep Factors Used: No
VERT(CL): 1.627 G 337 27`
FT/RT:10(0)/10(10)
HORZ(LL): 0.137 C -
Plate Type(s):
HORZ(TL): 0.206 C - -
WAVE, HS
Creep Factor. 2.0
Max TC CSI: 0.617
Max SC CSI: 0.852
Max Web CSI: 0.835
1
Wgl: 827.4 Ibs
VIEW Ver. 18.02.01A.0205.20
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(m oc) Start(ft) End(ft)
TC 24 5.00 41.00
BC 120 0.15 45.85
Apply puliins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Additional Notes
WARNING, Furnish a copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of trusses.
See'WARNING" note below.
♦ Maximum Reactions (Ibs)
'Z 3701 /- /- /-
/1136 /-
,1;�r;.,?2 3701 /- /- /-
11136 /-
Wind reactions based on MWFRS
Z Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
Bearings Z & M are a rigid surface.
Bearings Z & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords
Tens. Comp.
A-B 20 -7 H-1
2076 -6810
B - C 878 -28CA I - J
2076 -6810
C - D 1423 -46M J - K
1857 - 6090
D - E 1859 -6098 K - L
1423 -4657
E - F 2072 -6794 L - M
878 -2864
F - G 2072 -6794 M - N
20 -7
G - H 2O72 -6794
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Y
2633 -807
T - S
6838 -2088
Y - X
2628 -807
S - R
6160 -1882
X - W
4767 -1461
R - Q
4769 -1461
W - V
4767 -1461
Q - P
4769 -1461
V - U
6166 -1894
P - O
2628 - 807
U - T
68W -2088
O - M
2633 - 807
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
Y-C
65 0
H-S
87
-193
C-X
2189 -664
S-J
701
-208
X - D
262 -766
J - R
171
-473
D-V
1434 -429
R-K
1424
-427
V-E
169 -465
K-P
261
-765
E - U
673 -202
P - L
2191
- 665
G-U
83 -181
L-O
64
0
U-H
18 -48
^WARNING" Please thoroughly review the-A-1ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER-) ACKNOWLEDGMENT' lalm.
'eniydesign pannletnaand read notes on this Truss Design Drawirg(Too) and the Anthony T. Toinso 111. P.E. Reference Sheet helore ese. Unless othenahe stated on the MD. only Alp
Ilaose terms are as deflated! in TPI-1.
PrnrvlrvfmMMn Nvnrrm,.nav lmm.,arvMil,'rIM u�Nwddo wn,le�arvmzW,n of A -I it re_AT 1.III. PE.
�A-1 RODF
e TRUSSES
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Fort Pierce. FL 34946E _
03/05/2019
Job
75043
Truss
A02
Truss Type
HIPS
Qty Ply
1 I1
— 7' 1 32'
12 _7X6 =4X4 3X4 =7X6 =3X4
5 p C D T2 E F G
TJ.
in
Z'-4AX8(A1)13 -
T S R Q
I111.5X4 �4X8 �HO510=4X4
SEAT
1- 2'
Loading Criteria fasq
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL' 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: II
EXP: B Kit: NA
Des Ld: 45.00
Mean Height: 19.67 it
NCBCLL 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4.60 ft
Loc. from endwall: not in 6.50
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2 :T2 2x6 SP #2
Sot chord 2x6 SP 2400f-2.OE
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Stan(ft) End(fl)
TC 24 7.00 39.00
BC 91 0.15 45.85
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of trusses.
See "WARNING" note below.
P
=3X8
46'
O N M
4X4=H0510 =4X8
3061
In
T
0
J=4X8(A1)
K
L
lulsxa ryj
SEAT PLATE REQ.
f 2'-]
Code I It Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udell L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.977 F 561 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 1.480 F 370 274
U 2267 /- /- /904 /568 1122
FT/RT:10(0)/10(10)
HORZ(LL): 0.151 C - -
J 2267 1- /- /904 /568 A
Plate Type(s):
HORZ(TL): 0.228 C - -
Wind reactions based on MWFRS
WAVE, HS
Creep Factor. 2.0
U Brg Width = 8.0 - Min Req = 1.9
Max TC CSI: 0.922
J Brig Width = 8.0 Min Req = 1.9
Max BC CSI: 0'985
Bearings U & J are a rigid surface.
Max Web CSI: 0.966
Bearings U & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs) _
Wg1:271,6 lbs
Chords Tens.Comp. Chords Tens, Comp.
VIEW Ver, 18.02.01A.0205.20
A-B 61 0 F-G 3332 -&459
B - C 1883 -4751 G - H 3157 - 7977
C-D 2612-6525 H-1 2612 -6525
D - E 3157 -7977 I - J 1883 -4751
E- F 3332 -8459 J- K 61 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-T 4311 -1572 P-0 W47 -2983
T - S 4306 -1572 O - N 6647 -2455
S - R 6647 -2443 N - M 6647 -2455
R - Q 6647 -2443 M - L 4306 -1605
Q - P 8047 - 2969 L - J 4311 -1604
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
T-C
197 0
P-G
467 -186
C - S
2537 -1008
G - O
303 - 671
S-D
522-1195
0-H
1517 -566
D-Q
1517 -566
H-M
522 -1195
Q - E
303 -671
M - I
2537 -1008
E-P
467 -186
I-L
197 0
F- P
202 -405
^WARNING" Please thoroughly review the -A-1 ROOF TRUSSES (-SELLER-). GENERAL TERMS and CONDRIONS CUSTOMER(" LnZW) ACKNOWLEDGMENT' form.
Verity design parametersantl read nobs an thisTruss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Refemnra Sheet before use. Unless othemnss nated on the TOO, only Ali
ro netlor plates sM1all ba used for the TDO to ba valid As a Truss Design Engineering ji.e. Spedalty Engineer), Me seal on any TDD represents an aaeptance, of Me professional engineed
tesponsiblldy for the design oft" single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading mMiti els, suitabila, and use of this Tress far any Building is the
Building is the responsibility of the Owner, the Owner's aulhotiud agent M Me Building Designer, in the context of the [Be. the IBC, 1.1 bonding rode a ad TPI-1. Thespians valofil-
responsibility of the Owner. the Owners nehodred agent or the Building Desgner, in the cooled of the IRC, the IBC,(oral building rode and TPI-L Theappmvalof Me TUDand.,frsd
use of Me Tress. instilling handling. storage. Installation and bredna albeit be Me resoonsiNliN of Me Building Desduarard[bntratlor. Allnmwa swt.soon Mw Tnn and Ma nradiras anA
Tmss Design Engineer and Truss Manufaommr. unless otbenvise defined by a Contract agreed upon in venting by all parties involved The Tress Design Engineer is NOT the
v TrvssSyStea Erginner of any building. Ali raptalized terms are as deleted in TPI-1.
I Mill Anrtl ln¢w_ 4nn 1r Trvnh u.PF st—irY Maw Frn'nrvrhl,F irvfmn in n,T„Tilgrnipyjrlryr,unp,nn„niiv'inNA�1PMTruc[rE�2'ntlnrhvT Yn1M1+nI PF i
�=A-1 flUUF
�TR1155E5
Anthony T. Tombo III, P.E-
# 80083
4451 St. Lucie Blvd.
-,Ford P.ierce,FL 34946-
Job
75'043
Truss Truss Type City Ply 03/05/2019 3062
A03 I HIPS 11 11
i9 i28' - - - - 9• -{
12 =5X70 �3X4 =5X6 =3X4
T2
C D E F T2
=5X10
G
T
e
H_3XIDA1) ?
J 1
1111.SX4
STE REO.
�0=
�
PIR I's- 1
1.
i =
I = 1: �
N M
� 1111.5X4 =H0510
SEAT PLATE REQ.
i-T-1
Loading Criteria (sag
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 6.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0'
Wind Criteria -
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category. II
EXP: B Kzt: NA
Mean Height: 19.67 it
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: h/2 to It
C&C Dist a: 4.60 ft
Loc. from Birdwell: not in 6.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 24001 :T2 2x4 SP M-30:
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Purling
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stad(ft) End(ft)
TC 24 9.00 37.00
BC 77 0.15 45.85
Apply pudins to any chords above or below fillers
at 24' OCunless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Wind
Wind loads based on MWFRS with additional C&C
member design. -
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of busses.
See'WARNING' note below.
-WARNING"
arm am and read notes on Nis Truss Design Draw
shall be used for the TOD to on valid. As a Truss 1
the design of Me singla, Trust,tinseled on the Too
sponsibdity of Me Owner, the Owners authorid a ze
L K
�3X8 =H0510
Deg/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.800 E 685 36(
VERT(CL): 1.211 E 452 27,
HORZ(LL): 0.182 J - -
HORZ(TL): 0.275 J - -
Creep Factor. 2.0
Max TC CSI: 0.867
Max BC CSI: 0.976
Max Web CSI: 0.907
Wgt: 210.0lbs
VIEW Ver. 18.02.01A.0205.20
h2•-1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- I Rh / Rw / U / RL
B 2267 /- /- 1919 /567 /144
H 2267 !- /- /919 /567 /-
Wind reactions based. on MWFRS
B Brg Width = 8.0 Min Req = 2.7
H Brg Width = 8.0 Min Req = 2.7
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 61 0 E- F 2549 -6336
B-C 1762-4481 F-G 2324 -5717
C-D 2324-5717 G-H 1761 -4481
D - E 2549 -6336 H -1 61 0
Maximum But Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-N 4013-1439 L-K 5783 -2108
N-M 4017-1438 K-J 4017 -1470
M - L 5783 -2098 J - H 4013 -1471
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C- N
249 0
L- F
634
- 237
C-M
1937 -776
F-K
412
-872
M-D
412 -872
K-G
1937
-776
D- L
634 -237
J- G
249
0
E - L
270 -545
LER-), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
he Anthony T. Taunus Ill, P.E. Reasonm Sheet before Mae. Unless oth¢wise stated on Me TOD, only Xp
ing C e. Spedalty Engineer), Me soil on any TOD repreaenB an acceptation of Me professional engineeri.
-1. The design assumptions, loading conditions, suitability and use of this Truss far any Building i, the
ling Designers, in the oonlenaf the IRC, Me IBC, local butdMg code and WI-1. The approval m the
in ire wrier of McIRC, Me1BC. oral bugtling wtieaM TPI-1. Theappmvalofthe TDDandmryfold
sponobility ofthe Building Designer and Caroni All notes setouttn Me TDD and the produces and
nd SBCAMorefereacedforgenerelgubarcc. TPI-1 defres Me responsibilities and duties of the Tmss
I bye Contmn agreetl upon in w,dug by an ponies invdved. The Tmss Oasign Ergimsu is NOT Me Buk
t in TPI-1. '
r•- asna. le nnniNtM u+twY-I-rvimv'Nm M llaml
in,wc-1nrMnv.T.S•wly,IIIJt£-
.AA
A-1 ROOF
TRD55E5
Anthony T. Tombo III, P.E.
# 80083
- 4451 St. Lucie Blvd. ,
_Fod.Pieme. FL 34946 _
Job
75043
Truss Truss Type
A04 I HIPS
City I Ply
03/0512019
3063
W
11
a
=3X10(A1
1
AW P O N M L
m3X4 =H0308 =4X4 _4X8 aH0308
SEAT PLATE REO.
Loading Criteria (pe0
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 125
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 1967.8
TCDL: 5.0 psf
BCDL' 3.0 psf
MWFRS Parallel Dist: h/2 to In
C&C Dist a: 4.60 it
Loc. from endwall: not in T3.00
GCpi: OA8
Wind Duration: t60
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(sg
WAVE, HS
ft
Deb/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.599 E 916 36(
VERT(CL): 0.910 E 602 27,
HORZ(LL): 0.169 K - -
HORZ(TL): 0.257 K - -
Creep Factor. 2.0
Max TC CSI: 0.881
Max BC CSI: 0.975
Max Web CSI: 0.961
222.616s
Wg[.222.6[
VIEW Ver. 18.02.01A.0205.20
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stari(ft) End(ft)
TC 24 11.00 35.00
BC 82 0.15 45.85
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
WARNING: Famish a copy of this DWG to the
installation contractor. Special Care must be taken
during handling, shipping and installation of busses.
See "WARNING' note below.
b,6X8 3X4 =4X6 VH.5X4
D T2 E F G
T2 �5X8
H
1r {
P�w
F,!!!!:
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw IU /RL
B 2271 P b /932 1567 /148
J 2104 P I- /821 1522 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.7
J Erg Width = 8.0 Min Req = 2.5
Bearings 3 & J are a rigid surface.
Bearings B & J require a seal plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 F-G 2137 -5101
B - C 1869 -4630 G - H 2138 -5101
C - D 1703 -4177 H - I 1707 -4203
D - E 2119 -5065 I -J 1883 -4685
E-F 2137-5101
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - P 4184 -1647 M - L 3815 -1390
P - O 3793 -1394 L - K 3815 -1391)
O - N 3793 -1394 K - J 4243 -1663
N-M 5107-1894
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - P
279 -431
G - M
344
-658
D - P
354 -49
M - H
1483
-597
D - N
1473 -609
H - K
363
-67
N - E
348 -664
K - 1
301
-473
E-M
87 -83
•'WARNING^ Please thorougifly reviewthe -A-1 ROOF TRUSSES( -SELLER•), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENP foe,.
enfydeign pa,amet... rd re ad notes oa ins Truss Deign Drawn, (Too) and 0a, A.hony T.Tombo III, P.E Refercnm SM1eet before use. Unless dh¢raise slatetl on the TOD. only All
d S8CAaMhxereno Rv9eneralgudance. TPI-1 defines me responabiluesand dutiesof0e-
by a Contract agreed upon a wnfing by all ones invoWd. The Trcss Design Engineer is NOT the
in TPI1. _
n am4rvm w rvTema'T�wrindll.au.�MRn'rtlimawTnmm'"YT.mTirnr.P:E:v-
a A-r RDOP
=TRn55E5
Anthony T,Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
T
i.5X4
J=3XIOIB11
as
11
K
=3X4
SEAT PLATE REO.
t
Job
75043
Truss
A05
Truss Type
HIPS
Cry IPly 03/05/2019
3064
i 13'
19,10'
13,
�4X6 —_4X6 =-6X6
2
T se5X6 D E F G T4 H
5 p
I
PoH0510 C a) (a)' J TS
Pe f(a) W4 i
3x6 Al B 2MLJ�:�K= q ( ) 6X103X6(A1)
S R O P O
'9 I14X6 64X6 OU5X4 L(R)
{�� t14X8
,J SEAT PLATE RED.
f- 2' i 1378
Loading Criteria (psn
Wind Criteria
Code / Misc Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sld: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 5.00
Risk Category: ll
FT/RT:10(0)/10(10)
EXP: B Kzb NA
Plate Type(s):
Des Ld: 45.00
Mean Height: 19.67 it
WAVE, HS
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0
MWFRS Parallel Dist h/2 to h
C&C Dist a: 4.60 ft
Loc. from endwall: not in 13.00
it
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 :T4, T5 2x4 SP #2:
Bol chord 2x4 SP #2
Webs 2x4 SP #3:W4 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use punius.,
to laterally brace chords as follows:
Chord Spacing(in oc) Start(fl) End(ft)
TC 24 13.17 33.00
BC 75 0.15 13.36
BC 120 13.36 37.35
BC 110 37.35 45.87
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of trusses
See "WARNING" note below.
"WARNING" Please thoroughly review the 'A-1 ROOF TRUSSES
'edfy d sign parameters and read notes on this Truss Design Drawing (TOE
onnedor Plates shall be used for the TOO to be valid As a Truss Desion Ei
Owners
Irmo
23'1'
Defl/CSI Criteria
PP Deflection in too L/defl L/#
VERT(LL): 0.199 O 999 36
VERT(CL): 0.303 O 999 24
HORZ(LL): 0.063 L - -
HORZ(fL): 0.096 L - -
Creep Factor. 2.0
Max TC CSI: 0.737
Max BC CSI: 0.608
Max Web CSI: 0.909
Wgt: 260.4 Ibs
VIEW Ver. 18.02.01A.0205.20
T
to
1
♦ Maximum Reactions (Ibs), or `=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B' 229 !- /- /66 /23 /12
K 1246 /- /- /457 /186 /-
V /-169
Wind reactions based on MWFRS
B Brg Width = 164 Min Req - -
K Brg Width =- Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 F-G 38 -352
B-C 599 -31 G-H 173 -1457
C - D 1928 -140 H - 1 365 -1986
D-E 1782 -77 I-J 605 -2810
E - F 38 -352 J - K 588 -2626
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-V
184 -448
Q-P
1782
-99
V - U
134 -136
P - M
2549
-426
T-S
297 -92
O-N
0
0
S-R
1439 0
N-L
ill
-22
R- Q
1439 0
L- K
2359
-483
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-V
351 -98
Q-H
261
-405
C-T
249-1337
H-P
514
-179
V-T
108 -435
P-1
398
-9W
D-T
159-1129
I-M
570
-148
T-U
243-3018
M-N
69
0
T - E
123 - 2562
M - L
2294
-469
E-S
910 -70
M-J
203
-30
S-G
176-1377
L-J
127
-486
G-Q
324 -117
RAL TERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT' form.
TomOP III, P.E. Reference Sheet before use. Unless otherwise stated on the MD. only Mr
in the
hnrvminnxw nlM � rerrik rd"t T"_ - awv.rLTmm nr P E_- __-
A-1 ROOF
TRM55E5
Anthony T. Tbmbo III, P.E.
# 80083
4451 St. Lucie Blvd.
__Fort Pierce —FL 34946..
Job
75043
Truss Truss Type
A06 I HIPS
City IPly
103/0512019
3288
b
T
TT�
r 15, -1 16 - -I 15 -(
SEAT PIATE REQ.
i
=3X4
ae7X6
F
,..,. r
SEAT PLATE REG.
111.5x4
G
46'
23't"
se7X8
H
L
015X8(R)
N
Loading Criteria hoop
Wind Criteria
Code / Misc Criteria
De0/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00
Wind Std: ASCE 7-10
Code:FBC 2017 RES
PP Deflection in loc
Udell L1# Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.215 O
999 360 Loc R+ / R- / Rh I Rw I U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.334 O
999 240 B 570 /-159 /- 1417 1218 /192
BCDL: 5.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.054 L
- - V 2762 /- /- /1162 1618 /-
EXP: B Kzl: NA
Plate Type(s):
HORZ(TL): 0.081 L
- K 1323 A A 1588 1324 1-
Des Ld: 45.00
Mean Height: 19.67 It
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.781
B Big Width = 8.0 Min Req = 1.5
Load Duration: 1.25
BCDL: 3.0 psf
V Big Width = 8.0 Min Req = 3.3
Spacing: 24.0'
MWFRS Parallel Dist h/2 to h
Max BC CSI: 0.997
K Brg Width =- Min Req = -
C8C Dist a: 4.fi0 ft
MaxWeb CSI: 0.952
52
Bearings e & V are a rigid surface.
Loc. from endwall: not in 13.00
tt
Wg(: 266.0 Ibs
Bearings B & V require a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.01 A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 61 0 F-G 605 -1192
Top chord 2x4#2: SP 42 :T1
2x4 SP M-30:
B - C 789 -358 G - H 605 -1192
SP #2
:T3 2x6chord
Dot chord 2x4 SP#2
C-D 1333 -581 H-I 814 -1968
Webs 2x4 SP#3
D-E 1468 -573 I-J 1184 -3084
E - F 1388 -496 J - K 1082 -2806
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use putting
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TIC 24 15.00 31.00
BC 75 0.15 37.35
BC 93 37.35 45.88
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional CSC
member design.
Left bottom chord exposed to wind. -
Additional Notes
WARNING: Furnish a Copy of this DWG to the
installation contractor. Special Care must be taken
during handling, shipping and installation of trusses.
See "WARNING" note below.
"WARNING— Please thoroughly review the -A-1
only design parameters and read notes on this Tress Oh
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-U
436 -697
P-M
2816
-939
U-T
28 -56
O-N
0
0
S-R
519 -705
N-L
117
-45
R-Q
1738 -483
L-K
2523
-917
O - P
1738 -483
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Comp.
C-U
297 -471
R-H
332
-711
C - S
948 -997
H - P
525
-157
U-S
417 -660
P-1
511
-1195
E - S
273 -352
I - M
558
-194
S- T
1347 -2744
M- N
70
0
S-F
912-2146
M-L
2454
-889
F-R
2184 -884
M-J
312
-93
G-R
381 -737
L-J
220
-523
GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT- form.
ony T. Tornbo III, P.E. Reference Sheet before use. Uhh a otnondse stated on the MD. oaly Air
Ice We responsibility of the Buiiding Doei and Conbadm. All notes set out in the TOO and the p.do
I by TPI and aBCAam referenead forgenealgubanee. TPI-Idebnestheres SiNilm anddutlesofd
sa defined by a Contmd agreed upon in wrung by all parties invdved. The Truss Design Engineeris NOT
as defined in TPI-1.
vrFinxnl wrvlmn"u mNUM Twnlriniu�leirtrwMcv"„AA.inm4Tn,.»Ann.r.n�TiTm�ii �n.l%1=.-'--
�A-1 ROOF
�c TRUSSES
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job
75'043
Truss Truss Type City Ply
A07 I MONO I 1
03/05/2019
3506
Loading Criteria (psf)
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
=3X'
R
Wind Criteria
Wind Sld: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: It
EXP: B Kzl: NA
Mean Height:. 19.67 If
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 13.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bat chord 2x6 SP 2400f-2.OE
Webs 2x4 SP #3
Special Loads
-(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25)
TC: From 82 plf at 0.00 to 82 plf at 4.67
8C: From 5 plf at 0.00 to 5 pit at 4.67
BC: 124616 Coal Load at 0.73
BC: 1323 lb Conc. Load at 2.73
Pudins
In lieu of Structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Starl(fl) End(ft)
BC 54 0.15 4.67
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
-'WARNING- Please llua,hly review the -A-tl
only design paremeterm and rend roles on this Truss De.
anneetor dates shall h. used for re TDD to he valid. As
the
the Owners aul onzed agent or
nnoing, sloraou. u.,lallalion .,it
>mponenl Safety Inmmiafen (BE
SEAT PLATE REQ.
4'Sn
IZ12 2' i 1-11.4�{
1323#
1246#
Cade 1 Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udell LNt
Gravity Non -Gravity
TPI Sld: 2014
VERT(LL): NA
Loc R+ / R- / Rh I Rw / U / RL
D 1861 /- /- /- 1373 P
Rep Factors Used: Varies by Ld C
>yERT(CL): NA
FT/RT:10(0)/10(10)
HORZ(LL): 0.025 C - -
C 1113 P /- /- 1277 /-
Plate Type(s):
HORZ(TL): 0.037 C - -
Wind reactions based on MWFRS
WAVE
Creep Factor. 2.0
D Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.479
C Erg Width =- Min Req = -
Max BC CSI: 0.896
Beating D is a rigid surface.
Max Web CSI: 0.154
Beating D requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
1
Wg1: 21.71bs
Chords Tens.Comp.
A-B 45 -70
VIEW Ver. 18.02.01A.0205.20
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 41 -10
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-C 72 -215
TERMS antl CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENTform.
Will, P.E. Reference SM1retbefom use. Unless otherwise staled on the TDD.only Np
:ngineer),thesealonany TODrepresentsanaC pwnwofdiepmfessionalengineer
Ping Oesgner, in the mnleat of tM1e IRC, Ne IBG. local builNrlg code and TP1-t. Theapro.1.1the
in the mnleat of the IRC, the IBC. Imal buJdiag rude arrd TPI-1. The appmval of the TDD and airy field
s,esubility of all, Building Designer and Conhador. All notes set out in the TDD and the pretlices and
otl SBCAarereferencedforgeneral,khonee. TPI-1 tlefnes No respmsibililies and duties of the Tmss
I by a Contmet agreed upon in wining by all parties Involved. The Tmss Design Engineer is NOT the BUJ
1 in TP41.
1
��A-1 hour
�TRUSSES
Anthony T,Tombo.111, P.E.
# 80083
4451 St. Lucie Blvd. ,
ForLP_ierce. FL_34946
Job I russ I russ I ype City I Ply 03/052019
75043 A07B HIPM 1 1 3524
I'M]
I'--- T 1-1'6---I
s5X6 N1.5X4
110
Loading Criteria (pstl
Wind Criteria
Code / Misc Criteria
DeD/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udell
L/# Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.002 E 999
360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld C %RT(CL): 0.005 E 999
240 B 483 !- /- /- 1199 /-
BCDL: 5.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.001 E -
- E 283 /- !- /- 1136 /-
Des Ld: 46.00
EXP: 8 Kzt: NA
Plate Type(s):
HORZ(TL): 0.002 E -
- Wind reactions based on MWFRS
Mean Height: 19.67 It
WAVE
Creep Factor. 2.0
B B Width = 8.0 Min Re 1.5
r9 Q =
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.454
E Brg Width =- Min Req = -
Duration: 1.25
3.0 psf
Bearing B is a rigid surface.
Spacing: 24.0 "
Sp
MWFRS Parallel Dist: 0 to h/2
MWFRS
Max BC CSI: 0.333
Bearing B requires a seat plate.
C8C a: fl
Max Web CSI: 0.043
Loc. from
from dwa not in 4.50
Maximum Top Chord Forces Per Ply (Ibs)
pj: 0.1l:
GCpi: 0.18
Wg[: 23.S Ibs
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
VIEWVer. 18.02.01 A.0205.20
A-B 61 -25 C-D 6 -10
Lumber
B - C 110 -243
Top chord 2x4 SP #2
,
Bot chord 2x4 SP #2
Maximum Bet Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.COmP.
Special Loads
B - E 183 -86
—(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25)
TC: From 82 plf at
-2.00 to 82 plf at 4.67
Maximum Web Forces Per Ply (Ibs)
BC: From 10 plf at
0.00 to 10 plf al 4.67
Webs Tens.Comp. Webs Tens. Comp.
TC: 66 Ib Conc. Load at 3.06
BC: 114 It, Conc. Load at 3.03
C - E 101 -219 D - E 30 -72
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stan(ft) End(ft)
TC 24 3.00 4.67
SC 54 0.15 4.67
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
"WARNING" Please thoroughly review Me -A-1 ROOF TRUSSES('SELLER-). GENERAL TERMS and CONDITIONS
only design pamnaters and read notes on this Truss Design Drawing(m0) and the Anthony T. TMnbo III. P.E. Reference sbeel
onnertor plates shall be used for Me TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer). Me seal an any TL
sWnsibilw for the desgn of the snwle Truss M urem on M. TEO nude antler TPld Thenwinnnccummlnrw Imtlinn mnnae.e�
dereneedrorgensellguidance- TPI-ldefine
agreed upon in moiling by all parries inyelyed.
MIR) ACKNOWLEDGMENT— Joint.
otherwise slated on the TOD. only Air
use of Mi. Truss for any Building is the
ondeand TPI-1. Theapprovalofthe
1. The approval of the Too and any field
--A-' RODE
=TITUNSE5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job
75043
Truss
A08
Truss Type
SPEC
Qty I
1
Ply
2
03/05/2019
3655
F- 1T
12'12'4- T-4'8-
4'8"--1
01.SX4 --5X8
F G H
T
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T
g4X6D0
Jaa4X4
p3X
F
K L
tc =3%6 Al g
(All
X W V -
II4Xr4r(R�) =4X8 4
M=4X6(A7) 1�
flN
S
Q
1 11
E X4
AB g3X6 =5X8
III 1.5%4 =-fiX 0 ill4%4
SEAT PIA Eq.
SEAT PLATE REq.
SEAT PLATE RED.
13'4"
3T4'
- 2
14'0'8 TOFF
}� 1311'8
--r 2 -I
501F
1'6' 3'WI2
F
46'0'12
283
111
Loading Criteria (pen Wind Criteria
Code / Misc Criteria Deg/CSI Criteria
A Maximum Reactions
(Ibs)
TCLL: 30.00 Wind Sid: ASCE 7-10
Code: FBC 2017 RES PP Deflection in loc L/defl L#t Gravity
Non-Gravily
Speed: 160
TCDL: 10.00 P mph
P
TPI Sid: 2014 VERT LL ( ) : 0.310 Q 999 360 LOC R+ / R- / Rh
/ Buy/ U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C VrRT(CL): 0.474 Q 937 24C B 327 /-586 /-
1406 /241 1238
BCDL: 5.00 Risk Category: ll
FT/RT:10(0)/10(10) HORZ(LL): 0.051 F -
- AB 3653 /- /-
/1309 1931 /-
EXP: B Kzt: NA
Plate Type(s): HORZ(TL): 0.078 F -
M 2809 /- /-
1756 1763 /-
Des Ld: 45.00 Mean Height: 19.67 it
WAVE
Creep Factor: 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 psf
Max TIC CSI: 0.882
B Brg Width = 8.0
Min Req =
Load Duration: 1.25 BCDL: 3.0 sf
P
AB Brg Width = 8.0
2.
Min Req = .2
Spacing: 24.0' MWFRS Parallel Dist: h12 to h
Max BC CSI: 0.977
M Brg Width = 8.0
Min Req = 1.7
C&C Dist a: 5.07 it
Max Web CSI: 0.848
Bearings B, AB, & M are
a rigid surface.
Loc. from endwall: not in 13.00 it W91: 644.01hs
Bearings B, AB, & M require
a seat plate.
GCpi: 0.18
Maximum Top Chard Forces
Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 18.02.01A 02115 20 Chords Tens.Comp.
Chords Tens. Comp.
Lumber
Wind
A- B 31 -11
H - I -1149
Top chord 2x4 SP #2
Wind loads based on MWFRS.
B _ C 927 -212
I -J 609 609 -1563563
Bot chord 2x4 SP #2 :B4 2x6 SP #2:
Left bottom chord exposed to wind.
C - D 1580 -520
J - K 876 -2506
Webs 2x4 SP#3:Wl52x4 SP#2:
D-E 1650 -516
K-L 1068 -3355
Nailnote
Additional Notes
E-F 483 -128
L-M 765 -2943
Negative reaction(s) of -586# MAX. from a non -wind
F - G 269 -413
M - N 31 -11
Nail Schedule:0.131"x3", min, nails
load case requires uplift connection. See Maximum
G - H 269 -413
Top Chord: 1 Row @12.00" o.c.
Reactions.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
WARNING: Furnish a copy of this DWG to the
Maximum Bot Chord Forces Per Ply (Ibs)
Use equal spacing between rows and Stagger nails
installation Contractor. Special Care must be taken
Chards Tens.Comp.
Chords Tens. Comp.
in each row to avoid splitting,
during handling, shipping and installation of trusses.
See"WARNING"fiote below.
B-AA 279 -838
U-S 22 -8
Special Loads
AA-Z 19 -48
S-Q 2296 -681
--(Lumber Dur.Fac=1.257 Plate Dur.Fac=1.25)
Y-X 624-1459
R-P 186 -56
TQ From 82 pit at -2.00 to 82 pit at 52.67
X - W 273 -429
P - O 2746 - 712
BC: From 10 pit at 0.00 to 10 plf at 50.67
W -,T __ _1" --M
-O =Td'' 2&4- -699
BC: 1113 Ib Conic Load at 46.06
V - U 0 0
BC: 283 lb Cone. Load at 47.60
Plating Notes
Maximum Web Forces
Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
All plates are 5X6 except as noted.
C-AA 280 -223
T-I 208 -498
Purling
C-Y 602 -868
T-S 1431 -385
In lieu of structural panels or rigid ceiling use pudins
AA- Y 270 -819
I - S 350 -132
to laterally brace chords as follows:
Y-Z 753-1820
S-J 406 -1173
Chord Spacing(in oc) Stanfill) End(fl)
Y-E 667-1853
J-Q 950 -261
TC 24 17.00 29.00
E-X 1586 -541
Q-R 59 -10
TIC 24 41.33 46.00
F-X 405-1139
Q-K 331 -1172
BC 111 0.15 13.48
F-W 1152 -415
Q-P 3273 -952
BC 86 13.51 28.85
G - W 6 -
K - P 36- 3
BC 110 28.85 36.84
BC 120 36.85 50.52
W - H 276 -841 41
P - L 661 -463
Apply pudins to any chords above or below fillers
T- U 47 0
O - L 684 -176
at 24" OC unless shown otherwise above.
T- H 734 -226
"WARNING" Please thoroughly review the -A-1 ROOF TRUSSES( -SELLER), GENERAL TERMS and CONDITIONS CUSTOMER CBUYER-) ACKNOWLEDGMENT- foes.
_
Verify design parameters and read notes an this Truss Design Dra-r, (TDD) and the Anthony T. TomW Ill, P.E. Relerenm SM1eet belore use. Unless Dtbervnse voted on lM1O TDD, arty Alpi
corrosion plates shall W used for Ne TDD to be valid. Asa Truss Design Engineering.e. greasily Engineer), the seal on any TDD represents an secepmnce of the professional engineerin
p_d Hour
responsibililyforthe design of the single Truss depicted onthe TOO only, under TPI-1. The designassumpdons, loading conditions, suirabilityand use oftbis Truss for any Building is the
=TRUS5E5
Building is the responsibility of ere Owner, the Owner's autho ized agent or We Building Designer, in 0e mntandaf the INC, Me [Be. loyal building rude and TPF1. The approval of the
.� •_,.,.�«
responsibaityoftbe Owner. the Owners authorized agent or the Binding Cof ruig in memategafthe IRC,MelBC,loco] building coon and TPl-1. Theappmvalolfhe TDDandanyreld
Anthony. TombO ill, P.E.
y
use oFlhe Truss, Including handling, storage, installation and timers shall he the responsibility of Me Building Desgner and Contractor. Allnotessetauliatba TDDandlbe Gmalms.nd
guidellnesoftbe Building Compment5fetylnformadontBSCllpubrahedby TPland SBCAemreferencedforgenemlguidan . TPI-1 defines Me responsibilities and duties of the Truss
#80083
Designer, Truss Design Engineer aarl Truss Manufacture, unless otherwad defined by a Contract agreed upon in writing by all padres involved. The Truss Design Engineer is NOT Me Builair
g 4451 St. Lucie Blvd.
Desigrierw Tmsssystem Engmeerorer W'Idng. All cartauzeot rinsamasdefnal rn TPhl.
FGrt.PJerce.FL34946__
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Job Truss
75043 A09
Truss Type City Ply
COMN 1
03/05/2019
3600
r 19'
& i 12'4' i-4'8'-)-6'6'--�
c7X8 N7X6(R)
F G
T2 '-6X10
5
T
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T
J
m d,3X4C
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15
M=3X6fA1)`"I
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111
p R
N
Z
11 05X8(R)
P O
=3Xd
An, 114X6
=7X70
SEAT PLA Ep.
SEAT PLATE RED.
SEAT PLATE RED.
�-- 13'4'
3T4'
137'8
-} 14'0'8 -( )--81
13'1 V8-
- 7
50'8
Loading Criteria g sq Wind Criteria
Code I Misc Criteria Defl/CSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES PP Deflection in loc L/defl L!#
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014 VERT(LL): 0.415 J 999 360
Loc R+ / R- ! Rh
/ Rw / U /RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes VERT(CL): 0.637 J 697 240
B 535 /-341 /-
/404 /247 1261
BCOL: 5.00 Risk Category: II
FT/RT:10(0)/10(10) HORZ(LL): 0.079 F - -
AA 3164 I- 1-
/1304 /417 /-
EXP: B Kzl: NA
Plate Type(s): HORZ(TL): OA22 F - -
M 1658 /- !-
1774 /189 !-
Des Ld: 45.00 Mean Height: 19.67 ft
WAVE
Creep Factor. 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.837
B Brg Width = 8.0
Min Req = 1.5
Load Duration: 1.25 BCDL: 3.0 psf
AA Brg Width = 8.0
Min Req = 3.7
Spacing:24.0 " MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.990
M Big Width = 8.0
Min Req = 2.0
C&C Dist a: 5.07It
Max Web CS] 0.922
Bearings B, AA, & M are
a rigid surface.
Loc. from endwall: not in 13.00 ft Wgl: 306.61bs
Bearings B, AA, & M require a seat plate.
GCpi: 0.18
Maximum Top Chard Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.01 A.0205.20
Chords Tens.Comp.
Chords Tens. Comp.
Lumber
Additional Notes
A-B 61 0
H-I 954 -2058
Top chord 2z4 SP 42 :T7, T2 2x4 SP M-30:
Negative reaction(s) of -341# MAX. from a non -wind
B - C 1245 -375
I - J 1960 -4213
Bol chord 2x4 SP #2
load case requires uplift connection. See Maximum
Webs 2x4 SP #3 :W5, W 15 2x4 SP #2:
Reactions.
C - D 2257 -956
J - K 1847 -4159
D - E 2396 -948
K - L 1722 -3777
Bracing
WARNING: Furnish a copy of this DWG to the
E - F 270 -372
L- M 1305 -3074
installation contractor. Special rare must be taken
F - G 310 -268
M - N 61 0
(a) Continuous lateral restraint equally Spaced on
during handling, shipping and installation of trusses.
member.
See 'WARNING"note below.
G - H 942 -1918
Plating Notes
Maximum Bet Chord Forces Per Ply (Ibs)
All plates are 1.5X4 except as noted.
Chords Tens.Comp.
Chords Tens. Comp.
Purling
B-Z 520-1117
U-S 25 -18
Z-Y 35 -74
S-Q 2331 -732
In lieu structural panels or rigid telling use putting
X _ W 1171 -2088
R- P 133 -56
al
to laterally brace chords follows:
W - T 1576 -324
P - O 2746 -1067
Chord Spacing(in DO) End(ft)
O)
TC 24 19.00 27.00
19.00)
V - U 0 0
O - M 2743 -1069
TC 24 39.33 44.00
BC 64 0.15 13.48
Maximum Web Forces
Per Ply (Ibs)
BC 47 13.51 28.31
Webs Tens.Comp.
Webs Tens. Comp.
BC 75 28.31 36.85
BC 120 36.85 50.52
C - Z 396 -436
T - S 2382 -735
Apply pudins to any chords above or below fillers
C - X 1178 -1454
T- I 431 -681
at 24" OC unless shown otherwise above.
Z _ X 534 -1033
S - 1 26B -717
X-Y 1472-3148
I-Q 2201 -IG45
Wind
X- E 1274 -3062
Q- R 37 0
Wind loads based on MWFRS with additional C&C
E - W 2925 -1130
Q - J 226 -284
member design.
F-W 234 -481
Q-K 141 -87
Left bottom chord exposed to wind.
W - G 748 -1702
Q - P 3915 -1541
G - T 1225 - 520
K - P 792 -1789
T-U 60 0
P-L 1215 -587
T-H 64 -48
O-L 174 0
-'WARNING" Please thoroughly reviewthe-A-1 ROOF TRUSSES ('SEW
Verify design pamrreters antl read notes on this Truss Design Dawing (TOD) and the
connector plates shall be used for the TOD to he valid. As a Truss Design Engineedn
responsihili y for the design of the single Truss detached en the TOD only, under TPI-1
Building is the ressurnoluly of the Owner, the Owners auNodzed.,.of or the Build.,
reslxiesibllity of the CT noi,, the Owners auth.nzed agent or the Building Designer, in
use of the Truss, including handling, storage, installation and baung shall be the rest
euidelines M the Building Comoonea Soren, Inbrmation rBSCl1 outaished by TPI ant
GENERAL TERMS and COMMONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT- to m.
Cony T. Tombo III, P.E. Referenm Shoel belore use. Unless ohheretee stated on tlni TOD. only All
. Sentient Edooderl, the seal tan ents anv Too reneesan zrccntann a of the nmfess...
I.nine.,
Tq-flU55E1 NDEr
S
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job Truss Truss Type Qty Ply
75043 I A10 I COMN 1 11
03/05P2019
3633
I
N
T
-h 12'4'
SEAT PLATE RED. SEAT PLATE RED. SEAT PLATE RED.
r--13'4' g 374' r �- 137.8 -}- 14.0.8 -'1 )"_ 8.6.8 _7 g
_t t' _ 13M'--F---I
s98-
Loading Criteria beq
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: II
EXP: B Kzb NA
Des Ld: 45.00
Mean Height: 19.67 it
NCBCLL: 10.00
TCDL 5.0 psf
Load Duration: 125
BCDL: 3.0 psf
Spacing: 24.0
MWFRS Parallel Dist: IT to 2h
C&C Dist a: 5.07 ft
Loc. from endwall: not in 13.0
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30 :T3, T4 2x4 SP 42:
Bat chord 2x4 SP #2 :83 2x4 SP M-30:
Webs 2x4 SP #3 :W5 2x4 SP #2:
:W15 21 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord
Spacing(in DO)
Stad(ft)
Earl
TC
24
21.00
25.00
TC
24
37.33
42.00
BC
71
0.15
13AB
BC
53
13.51
28.31
BC
117
28.31
37A8
BC
120
37A8
50.52
Apply pudins
to any chords above or below fillers
at 24' CC
unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to wind.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Deft/CSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.392 Q 999 361
VERT(CL): 0.602 Q 738 241
HORZ(LL): 0.085 F - -
HORZ(TL): 0.131 F - -
Creep Factor. 2.0
Max TC CSI: 0.812
Max BC CSI: 0.986
Max Web CSI: 0.955
Wgb 305.91Ins
VIEW Ver. 18.02.01A.0205.20
Additional Notes
Negative reaction(s) of-243# MAX. from a non -wind
load case requires uplift connection. See Maximum
Reactions.
WARNING: Fumish a copy of [his DWG to the
installation Contractor. Special care must be taken
during handling, shipping and installation of trusses.
See'WARNING' note below.
T
J.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 571 /-243 /-
1405 (251 /284
Z 3029 /- /-
11283 /319 /-
L 1693 /- /-
7795 /198
Wind reactions based on
MWFRS
B Brg Width = 8.0
Min Req = 1.5
Z Brg Width = 8.0
Min Req = 3.6
L Brg Width = 8.0
Min Req = 2.0
Bearings B, Z, & L are a rigid surface.
Bearings B, Z, & L require
a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Camp.
A-B 61 0
G-H 1100 -2195
B-C 1012 -361
H-1 1040 -2212
C-D 1877 -783
I-J 1247 -2714
D - E 2016 -775
J - K 2003 -4501
E-F 494 -920
K-L 1282 -3047
F-G 533 -736
L-M 61 0
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-Y
509 -905
T-R
32 -14
Y-X
30 -70
R-O
4550 -1752
W-V
1006-1727
Q-P
0 0
V-S
1251 -180
P-N
105 -45
U- T
0 0
N- L
2695 -1030
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Comp.
C-Y
342 -419
S-H
204
-253
C-W
1106-1301
S-1
446
-679
Y-W
526 -869
S-R
2506
-819
W - X
1400 -3012
I - R
271
-163
W - E
1204 -2887
R - J
1093
- 2427
E - V
2722 -1060
J - O
152
-121
F-V
138 -207
O-P
53
0
V-G
511 -1104
O-N
2622
-995
G-S
1689 -759
O-K
2132
-924
S-T
62 0
N-K
260
-519
"WARNING" Please thoroughly review the-A-1ROOF TRUSSES('SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEOGMENT' form.
only design
u rs anload
adnlav ot is Truss Design
s�)ed he A.Uony T. Tanbo III, ..rem TDD, only All
ne shll d Dad Tmss Design Engineering
Cie_ gruel Engineer), Me seal an any 100 represents an acceptance of the pmfesvonal engineers
sear, the Owners authorizedagentorthe Building Designer, in1beconle4oftbe IRC, the IBC, local building oudeand TPI-1. Theappr`ralofthe
authorized agent or the Building Designer, in the [Dote# of 0e IRC, the ISO, boost bugding Fes and TPI-I. The appmval of the TOD and any field
storage, installation and braeog shall be the responsibility of 0e Building Designer and Conuactor. All notes set out in the MD and the practices and
1 Safety lnferratibn(BBC]) published by TPI and SBCA are referenced for general guidance. TPI-1 defines Me responsibilities and duties of the Truss
i Truss Manufacture
r, unless blueness defined by a Conbad agreed uses in wilting by all pdies involved. The Truss Design Engineer is NOT the Bull
AA=A-r ROOF
YRUSBE5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd...
Job Truss Truss Type Qry I Ply 0310511
75043 A11 COMN 1 1 3605
174'
C1SYA
IT4' 374'
2 137-8 5 2 t
f } � 14'0'8 i )- 8'10'11-}--139'S �--I
Loading Criteria (pan
Wind Criteria
Code I Misc Criteria
DeftICSI Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.333 1 999 360
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.513 1 867 240
BCDL: 5.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.103 G - -
EXP: B KzC NA
Plate Type(s):
HORZ(TL): 0.157 IS- -
Des Ld: 45.00
Mean Height: 19.67 ft
WAVE
NCBCLL: 10.00
TCDL 5.0 psf
Creep Factor: 2.0
.0
Load Duration: 1.25
BCDL: 3.0 psf
Max TC CSI:
Spacing: 24.0'
MWFRS Parallel Dist: h to 2h
Max BC CST: 0.971
65
C&C Dist a: 5.07 IT
Max Web CSI: 0.828
Loc. from endwall: not in 13.00
It
Wgt: 315.01
GCpi: 0.18
VIEW Ver. 18.bs
02.01A.0205.20
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :Tt 2x4 SP M-30:
Bot chord 2x4 SP 42
Webs 2x4 SP 43 : W 10, W 16 2x4 SP 42:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stad(ft) End(ft)
TC 24 35.33 40.00
BC 73 0.15 13.46
BC 75 13.46 28.31
BC 120 28.31 50.52
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to wind.
Additional Notes
Negative reaction(s) of -227# MAX. from a non -wind
load case requires uplift connection. See Maximum
Reactions.
WARNING: Furnish a copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of trusses.
See "WARNING" note below.
♦Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw I U / RL
B 573 /-227 /-
/406 /252 /1
AA 3010 /- 1-
/1285 1313 /-
L 1699 /- /-
1798 1195 /-
Wind reactions based on MWFRS
B Big Width = 8.0
Min Req = 1.5
AA Big Width = 8.0
Min Req = 3.6
L Brg Width = 8.0
Min Req = 2.0
Bearings B, AA, & L are a rigid surface.
Bearings B, AA, & L require a seal plate.
Maximum Top Chord Forces Per Ply (Ibs) .
Chords Tens.Comp.
Chords Tens. Comp.
A-B 61 0
G-H 601 -1094
B - C 963 -367
H - I 1004 -2301.
C-D 1930 -804
I-J 1302 -2946
D-E 2007 -789
J-K 1336 -3215
E-F 1994 -695
K-L 1297 -3212
F-G 576-1077
L-M 61 0
Maximum Bell Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-Z
530 -857
S-Q
3308 -1189
Z-Y
13 -28
R-P
87 -33
X - W
296 -141
Q - O
3223 -1158
W-T
2022 -509
P-N
187 -72
V- U
0 0
N- L
2880 -1085
U-S
89 -25
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-Z
342 -425
T-I
726
-1371
C-X
1137-1348
T-S
3261
-1179
Z - X
541 -885
I - S
268
-555
E - X
231 -443
1-0
280
-467
X- Y
1370 -2992
R- Q
33
0
X- F
1200 -3055
O- P
101
0
F-W
1149 -409
O-J
863
-345
G-W
403 -251
O-N
2721
-1023
W - H
759 -1640
O - K
90
-64
H-T
1121 -440
1
216
-419
T-U
120 0
-WARNING" Please thoroughly review the-A-1ROOF TRUSSES(SELLER-1, GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOVJLEDGMENP farm.
Verity design p6emeleta and read notes an this Truss Design Dewing ITDD) and the Anthony T. Terri III, P.E.Reference Sheet before use Unless othemise staled on the TDD, holy All
Prnneefor plates shall be used for the TDD to be vali Asa Truss Design Enguaran:g de, gibbously Engineer), the seal oo any TOO represents an acceptance ofdle professional engineen
respareuniy for the design of the single Truss depicted on the TDD Me , under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Building is the responsibility of the Cramer, the Ovmere auManzed agent or the Building Designer, in the Protest of the IRC, the IBC, local building rode and TPI-'_ The approval oflhe
responsibility of the owner, the owners auffigh d agent or the Buildinger. ing Designin the conteri of the IRC, Me IBC, loyal building rode and TPI-1. Theapprovalefthe TDDandhey Geld
use or the Truss, indeding handling. steeds, Mayfair and bearing shall bo the responsibility of the Building Designer and Contioctor. All notes set txd in the TOD and the praGires and
guidelines of the Building Component safety Mentioned.(MCI) published by TPI and MCA are refereni for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Truss Design Engireer and Truss MinuGdhrer.uNers otherwise defined by a Contract agreed epee in venting by all parties involved The Tress Design Englnaeris NOT Ili
Deagneror T,A system E�gine¢r orany buiNlirg Xl®Intakostuannc are as deri in Tis
f-m+'N,:tl.Tt0.iiRmRTn,as_jspnlMnvTT I11 PF.-Rnnepym dXn and. nlMwNm surer i�NA.l rh,,,Tn.iy.a�Xm(kimF,nbrai➢I:
�A-t ROOF
=TRUSM
JAnthony T. TomanIII, P.E.
# 80083
4451 St. Lucie Blvd.
Job Truss Truss Type Qty Ply 0310112019
75043 Al2 I COMN 11 I 1 I3608
i 12'B'
g5X6F H //4X4(R) t
2
5 p E =5X6
�I�. 11 J K
�4X6D �(� T e
�3X4O a I m
0
T1 q) L�3x4
W10
=3XA6(A1)8 -X8va
X8 US M�4X61A2) 1 I
V 2 INsaX8 OF
O N 11
=3X4 m4X6 =5X6
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ.
i 13'4' - 3T4'
f• 2 137'8
-}- 14'0.8 10,10,11
50'8'
-F 117'5 z
Loading Criteria fis0 Wind Criteria
Code I Misc Criteria
DefflCSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sld: 2014
VERT(LL): 0292 1 999 360
Loc R+ / R- / Rh
1 Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.449 1 989 240
B 589 /-181 /-
/411 1249 /306
BCDL: 5.00 Risk Category: II
FT/RT:10(0)110(10)
HORZ(LL): 0.095 G - -
Z 2949 /- /-
11272 1307 P
EXP: B K2t: NA
Plate Type(s):
HORZ(TL): 0.145 G - -
M 1715 /- A
/809 1197 /-
Des Ld: 45.00 Mean Height: 19.67 It
WAVE
Creep Factor. 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 psT
Max TC CSI: 0.943
B Br Width = 8.0
9
Min Re 1.5
q =
Load Duration: 1.25 BCDL: 3.0 sf
P
Z Big Width = 8.0
Min Req = 3.5
Spacing: 24.0' MWFRS Parallel Dist: IT to 2h
Max CSI: 0.
M Brg Width = 8.0
Min Req = 2.0
C&C Dist a: 5.07 It
Max
Max Web CSI: 0.982 982
Bearings B, Z, & M are a
rigid surface.
Loc. from endwall: not in 13.00 It
Wgt: 315.0 lbs
Bearings B, Z, & M require
a seat plate.
GCp1: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.OM0205.20
Chords Tens.Comp.
Chords Tens. Comp.
Lumber
A-B 61 0
H-1 1055 -2M
Top chord 2x4 SP #2 :T7 2x4 SP M-30:
B - C 850 -407
I - J 1292 -2780
Gotchord 2x4 SP #2
We
Webs 2z4 SP #3:W10, W162x4 SP #2:
C - D 1744 -755
J - K 1435 -3153
D-E 1848 -743
K-L 1334 -3192
Bracing
E-F 1833 -645
L-M 1285 -3249
(a) Continuous lateral restraint equally spaced on
F - G 613 -1139
M - N 61 0
member.
G-H 632-1148
Plating Notes
Maximum Got Chord Forces Per Ply (Ibs)
All plates are 1.5X4 except as noted.
Chords Tens.Comp.
Chords Tens. Comp.
Purlins
B-Y 525 -753
T-R 57 -18
Y-X 13 -28
R-P 2653 -894
In lieu structural panels or rigid ceiling use purling
W - V 322 -121
Q - O 130 -50
al
to laterally brace chords follows:
c)
Chord Spacing(in oc) Slart(ft) End(0
V - S 2067 -545
O - M 2913 -1073
TC 24 33.33 38.00
U - T 0 0
BC 75 0.15 28.31
BC 120 28.31 50.52
Maximum Web Forces Per Ply (Ibs)
Apply puffins to any chords above or below fillers
Webs Tens.Comp.
Webs Tens. Comp.
at 24' OC unless shown otherwise above.
C-Y - 314 -419
S-1 496 -892
Wind
C-W 1125-1303
S-R 2813 -958
Wind loads based on MWFRS with additional C&C
Y- W 536 -779
I - R 375 -747
member design.
E-W 232 -446
R-J 184 -146
Lett bottom chord exposed to wind
W - X 1360 -2930
J - P 890 -441
W- F 1181 -2954
P- Q 68 0
Additional Notes
F-V 1103 -402
P-K 241 -284
Negative reaction(s) of -181# MAX. from a non -wind
G - V 418 -256
P - O 2809 -1031
load case requires uplift connection. See Maximum
V - H 759 -1617
P - L 91 -81
Reactions.
H - 5 1208 -487
O - L 214 -409
WARNING: Furnish a copy of this DWG to the
S - T 82 0
installation contractor. Special care must be taken
during handling, shipping and installation of trusses.
See'WARNING" note below.
^WARNING•• Please thoroughly review the -A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER') ACKNOWLEDGMENP Men
Verify deign parameters and read notes on this Truss Design Droving(rDD) and the Anthony T. Theta III, P.E. Reference Sheet before use. Unless olne,wise slated on the Trio only Ali
nectorplatesshalt be used for the TDD 0 be valid. Asa Truss Design Engineering Cie. Spedalty Engineer), the seal on any Too represents an aoteptance of the professional engineer
responsibility fort" design of the single Truss depcled on Pe Too oNy, under TPI-1. The design assumptions, loading conditions, swtability and use of Nis Truss for any Building is the
retenced for general gumance. TPI.1deLrestherespmsibilita
agreed upon to virgins by all names involved. The Truss Design
�A-1 RODF
�TRU55E5
Anthony T•Tombo III, P.E.
# 80083
4451 St. Lucie Blvd-
FariPie[re..FL 34946 ,
Job
75043
Truss
A13
Truss Type
COMN
ty I Ply
103/05/2019
1
3611
G 5X6
04X6F R%4X4 t
12 J
5 01.6X4 E _ - T
03X6D 7
C
>,K�,IX,l
(a m1.5X4
a3Xfi(A1)B a6X8 -%10 S lull
A W X V 01. X4 aX12 a33X6 N m4X6(R)
33X6
BEAT PLATE RED. SEAT PLATE RED.
13'4- 378'
2+ 13T8 14'0.8�j 1T10'I
Loading Criteria (ns9 Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defi L./#
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.147 1 999 360
Loc R+ / R- / Rh
/ Rw
/ U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.228 1 999 240
B 667 /- /-
1442
1226 1274
BCDL: 5.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.051 M - -
X 2474 /- /-
11127
1291 /-
EXP: B KzL NA
Plate Type(s):
HORZ(TL): 0.078 M - -
M 1397 /- /-
1593
1145 P
Des Ld: 45.00 Mean Height: 19.67 it
WAVE
Creep Factor. 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 P sf
Max TC CSI: 0.992
B Brg Width = 8.0
Min Req = 1.5
Load Duration: 1.25 BCDL: 3.0 sf
p
X Brg Width = 8.0
Min Req = 2.9
Spacing: 24.0' MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.850
M Brg Width = -
Min Req
= -
C8C Dist a: 4.60 it
Max Web CSI: 0.843
Bearings B & X are a rigid surface.
Loc. from endwall: not in 13.00
ft
Wgt: 292.6lbs
Bearings B & X require a
seat plate.
GCpi: 0.18
Maximum Top Chord Forces
Per
Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.01A.0205.20
Chords Tens.Comp.
Chords
Tens. Comp.
Lumber
A - B 61 0
G - H
634 -1187
Top chord 2x4 SO #2
B-C 536 -577
H-1
992 -2068
Bol chord 2x4 SP#2
Webs 2x4 SP#3
C-D 976 -508
I-J
964 -1943
D - E 1053 -493
J - K
889 -1982
Bracing
E-F 1035 -396
K-L
84 -115
(a) Continuous lateral restraint equally spaced on
F - G 619 -1182
member.
Maximum Bot Chord Forces Per Ply (Ibs)
Plating Notes
Chords Tens.Comp.
Chords
Tens. Comp.
All plates are 3X4 except as noted.
B _ W 476 -427
R- P
36 -12
Pudins
W-V 13 -30
P-O
1752 -629
U-T 594 -77
O-N
1752 -629
In lieu rat panels or rigid ceiling use puriins
T - Q 1867 -645
N - M
1750 -728
al y brace
to laterally brace chards follows:
S - R 0 0
Chord Spacing(in oc) Stad(ft) End(fl)
c)
TC 24 31.33 36.00
BC 75 0.15 13.46
Maximum Web Forces
Per Ply (Ibs)
BC 120 13.46 46.00
Webs Tens.Comp.
Webs
Tens. Comp.
Apply purims to any chords above or below fillers
at 24" OC unless shown otherwise above.
C - W 209 -386
Q - R
77 0
C - U 997 -1043
Q - 1
192 -178
Hangers / Ties
W - U 486 -422
Q - P
2055 -784
(J) Hanger Support Required, by others
E - U 235 -449
1- P
412 -920
U - V 1222 -2454
P - J
300 -172
Wind
U-F 935-2211
J-N
230 -5
Wind loads based on MWFRS with additional C&C
F -T 742 -2B4
N - K
128 -39
member design.
G-T 437 -243
K-M
868 -2063
Left bottom chord exposed to wind.
T - H 650 -1259
L - M
138 -189H
- Q 924 -415
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special rare must be taken
during handling, shipping and installation of trusses.
See -WARNING' note below.
-WARNING" Please thoroughly review the-A-1ROOF TRUSSES ('SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER('BUYER-) ACKNOWLEDGMENT' tone.
_
'eriy deaign parameters ard,..d notes onthis Truss Design Drawing(TDD) and the Anthony T. Tanbo III, P.E.Refemrma Sheet heronuse.Unlessotheruisa stated onthe TDD, only Alpi
nectorplatesshallWusedfmthe TDOlabevalid. AsaTmss Design Engineering(ie.Speoalty Engineer).the.eimanyTDDrepmsnNanarptamof Neprofessionalengineerin
�Ij• A-r ROOF
si+onsibdityforthe design of Wasingld Tmssdepieted on the TDD ON,under TPI-1.Thedesgn assumptions, hxuRngmndigons, suitabiliyand ussofthia Ttusserany Building is the
6/ TRUSSES
wilding is the responsibility oftho Owner, the Owners authorized agent orthe Building Oaaarer, in the cone#of the Inc. the lBC. local bustling code and TPl-1. Theappmvalolihe
..,..w...wa,•...
sixtrability of the Uvmer, the Owners ambodzed agent or the Building Designer, In thecontexl of 0.IRC, the lBQ losal building rode aM TPI-1. Theappmval of the TOO and any field
Anthony. TombD III, P.E.
y
seofthe Tmss, insludirghandling, smrage,mstallatbn and bmang shay be the responsibitiy of the Building Designer and Conbactm. Afiol neseelaulinlhe TODendthepmcticea and
uidelines Dfthe Building Component Safety lydormation(BSCI) published by TPl and SSCAam referenced forgeneral guldame. TPI-1 defires lheresponsibilities and duties ofthe Tryas
#80083
lesigner, Truss Daugn Engineer and Truss Manufasturer, unless aMe,wise defined by a Contract agreed upon in venting by OR paNes involved. The Truss Design Engineer is NOT We Buildir
4451 St- Lucie Blvd.
esi9ner orTmss system Engineer ofanybudN Nlgplalized terms are as deft, NIn TPI-t.
gwv'IrtOpMHG1.A�nesw�AnfttiioT I�W¢t imtnM4P
FOIS: PJECCBi 4946 .-�-.
Job
75043
Truss Truss Type
A14 ICOMN
1ty Ply 10310512019
3614
23' -{ 6'4'--i 4'8' 12' �
GasSX6
04X6F lea a rl
2
6 � E ,Q�It
03X6D a. v fa))f tJ43X4
do
03X4C F
K54X4 1
a5%8 1III
a3%6(A1)S =6X8 T S O
A a3X10 N M L
W X V �7X10 14X6(R)
-3X4 13%6
SEAT PLATE a SEATPIATEREO.�
1TIO.—
Loading Criteria gasp Wind Criteria
Code / Misc Criteria De81CS1 Criteria
A Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES PP Delta;tion in too Udell
L/# Gravity
Non -Gravity
TCDL: %00 Speed: 160 mph
TPI Sld: 2014 VERT(LL): 0.141 H 999
360 Lee R+ / R- / Rh
! Rw
/ U / RL
BCLL: 0.00 Enclosure: Closed
(CL): 0.219 H 999
240 B 659 /- /-
1442
1226 1274
BCDL: 5.00 Risk Category: II
EXP: B Kzt NA
(LL): 0.048 G -
I O
- X 2464 P /-
L 1400 /- !-
/1129
/598
1288 /-
/146 /-
Des Ld: 45.00 Mean Hei ht: 19.67 fl
9
J `--- (TL): 0.074 G -
Factor. 2.0
-
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 lief
Load Duration: 1.25 BCDL: 3.0 sf
'_ .�/�
W� ` C CSI: 0.985
B Big Width = 8.0
Min Req = 1.
P
)
Width
X Big =
Min Req
= 9
Spacing: 24.0' MWFRS Parallel Dist: It to 2
S /1 C � C CSI: 0.816
L Brg Width = -
Min Req
= -
C&C Dist a: 4.60 ft
U L F 1• eb CSI: 0.835
Bearings B & X are a rigid surface.
Loc. from endwall: not in 13.
"��A '�p 85.61hs
`�
Bearings B & X require a
seat plate.
GCpi: 0.18
_ 1�q- Z
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
d. r,-} pr (er: 18.02.01A.0205.20 Chords Tens.Comp.
Chords
Tens. Comp.
Lumber
A-B 61 0
F-G
639 -1192
Top chord 2x4 SP #2
B-C 538 -582
G-H
638 -1219
Sot chord 2x4 SP#2
C - D 948 -500
H -1
1006 -2040
Webs 2x4 SP #3
D - E 1025 -484
I - J
859 -1882
Bracing
E - F 1004 -387
J - K
848 -2066
(a) Continuous lateral restraint equally spaced on
member.
Maximum Bol Chord Forces Per Ply (Ibs)
Chards Tens.Comp.
Chards
Tens. Camp.
Plating Notes
B - W 4-
R - P
48 -19
All plates are 1.5X4 except as noted.
W-V 30
13 -30
Q-O
2007 -72828
Purlins
LI-T 598 -89
P-N
74 -28
T-Q 2046 -746
N-M
1854 -714
In lieu of structural panels or rigid ceiling use lidding
S - R 0 0
M - L
46 -29
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(fl)
TC 24 29.33 34.00
Maximum Web Forces
Per Ply (Ibs)
BC 75 0.15 13.46
Webs Tens.Comp.
Webs
Tens. Comp.
BC 120 13.46 46.00
Apply pudins to any chards above or below fillers
C - W 210 -386
H - O
105 -36
at 24" OC unless shown otherwise above.
C - U SIN -1033
O - P
68 -90
W - U 485 -423
O - N
1612 -553
Hangers/Ties
E-U 237 -450
O-I
612 -270
(J) Hanger Support Required, by others
U - V 1229 -2444
N -1
65 -172
U-F 936-2182
N-J
176 -260
Wind
F-T 754 -301
J-M
197 -345
Wind loads based on MWFRS with additional C&C
G -T 384 -190
M - K
1831 -689
member design.
T-H 680-1320
K-L
606 -1371
Left bottom chord exposed to wind.
Q - R 103 -36
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special rare must be taken
during handling, shipping and installation of trusses.
See "WARNING" note below.
—WARNING" PI¢a5e 1M1or0ophly review lira `h I ROOFTRUSSES
'only design parameters antl for motes D I this Tmss A sgn Drawing g n E
negoohty for thedesign
of for to TOOwbd depicted
As aTmssonlig un
3ildegi Ird, es,adesynof elm single Tmss tlewoletlontheed a Too ent un
einong b IM1e f the (Nine. h O Owner, IM1e Owners riot the
agent D II
soonsiblLly of the O..+ler.lhe Owner's authorized asnntor the au0tlitq Da:
TERMS and CONDITIONS CUSTOMER
ibo III, P.E. Reference Sheetbefore use. U
in bra
Mess oth.r . steed
l..also. of roe p
useofthisTousefora
wdd.newl-1. Th
ml of the To ) and airy
TDD and the practices and
areesanddmisaofthe Tmss I #80083
;ign Engirwer is NOT the Buildirig 4451 St. Lucie Blvd
Job
75043
Truss
A15
Truss Type
COMN
Qty Ply
1 1 1
03/05/2019
3617
23'
--�i 4T
�"f/) =3x4 i
SEAT PLATE RED. SEAT) EREG C` W
i IT4- i 37W
F- 2' 1 1398
14'0'81 1T10'
Loading Criteria (part Wind Criteria
Code / Misc Criteria
De01CSl Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc
Udefl L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.126 S
999 360 Loc R+ / R- / Rh
/ Rw
/ U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.195 S
999 240 B 667 /- 1-
1445
/225 /274
BCDL: 5.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.043 G
- - X 2432 A /-
11124
/284 /-
EXP: B KzC NA
Plate Type(s):
HORZ(fL): 0.067 G
- - M 1410 /- /-
1606
1148 1-
Des Ld: 45.00 Mean Height: 19.67 It
WAVE
Creep Factor: 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.967
B Brg Width = 8.0
Min Req = 1.
Load Duration: 1.25 BCDL: 3.0 P sf
X Brg Width =
Min Req = 9
Spacing: 24.0 " MWFRS Parallel Dist: IT to 2h
Max BC CSI: 0.786
M Brg Width =- -
Min Req
= -
C&C Dist a: 4.60 it
Max Web CSI: 0.816
Bearings B & X are a rigid surface.
Loc. from endwall: not in 13.00 it
Wgt: 294.0 lbs
Bearings B & X require a
seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp.
Chords
Tens. Comp.
Lumber
A-B 61 0
G-H
662 -1763
Top chord 2x4 SP#2
a-C -601
H-I
892 -1762
Bot chord 2x4 SP#2
C-D 869 -454
I-J
814 -1779
Webs 2x4 SP#3
946
D - E 946 -454
J - K
814 -1779
Bracing
E-F 928 -357
K-L
856 -2141
(a) Continuous lateral restraint equally spaced on
F - G 661 -1220
member.
Maximum Bot Chord Forces Per Ply (Ibs)
Plating Notes
Chords Tens.Comp.
Chords
Tens. Comp.
All plates are 3X6 except as noted.
B - W 481 -442
R - P
27 -9
Puriins
W-V 13 -30
P-O
1906 -707
U-T 655 -125
O-N
1906 -707
In lieu of structural panels or rigid ceiling use purims
T -Q 1725 -581
N - M
66 -41
to laterally brace chords as follows:
S - R 0 0
Chord Spacing(in oc) Stan(ft) End(8)
TC 24 27.33 32.00
BC 75 0.15 13.46
Maximum Web Forces
Per Ply (Ibs)
BC 120 13.46 46.00
Webs Tens.Comp.
Webs
Tens. Comp.
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
C - W 206 -3B0
I - Q
75 -80
C-U 986 -1011
Q-R
47 0
Hangers / Ties
W - U 492 -437
Q - P
1576 -507
(J) Hanger Support Required, by others
E - U 233 -447
O - J
450 -186
U-V 1223 -2412
P-J
69 -196
Wind
U-F 933 -2144
P-K
250 -447
Wind loads based on MWFRS with additional C&C
F -T 698 -275
K - N
178 -277
member design.
G-T 493 -240
N-L
1859 -673
Left bottom chord exposed to wind.
T - H 623 -1163
L - M
603 -1378
H - Q 273 -104
Additional Notes
WARNING: Furnish a Copy of this DWG to the
installation contractor. Special care must be taken
during handling, Shipping and installation of trusses.
See'WARNING" note below.
"WARNING" Please lborougbly review that 'A-1
Truss
TERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT' f tan.
iW III, P.E. Rerenmm Sbeel lock a ase. Unless otherwise staled on Ore TDO, only Alp
Nradar. Agnolessetoetin
referenced far general guidan , TPI-1 defines the respOnsibil0i
S agreed upon in wnfing by all padies inwilved. TLe Truss Design
A-1 ROOF
TNU55E5
Anthony T•Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job
75Q43
Truss
A16
Truss Type
COMN
City I Ply 103/0512019
3620
A.
SEAT PLATE RED.
I
)- 2'-1-13T8
RED.
14'W8
46
4W
3T8• Ifi�@ e/L
iTiO-—
Loading Criteria (pit Wind Criteria
Code I Misc Criteria
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Sid: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc
Udall L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.127 S
999 360 Loc R+ / R- I Rh
/ Rw
/ U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.196 S
999 240 B 669 1- P
1443
1225 1274
BCDL: 5.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.042 M
- - X 2424 1- P
/1128
1280 /-
EXP: B Kzt NA
Plate Type(s):
HORZ(TL): 0.065 G
- - M 1408 P P
1611
1150 /-
Des Ld: 45.00 Mean Height: 19.67 R
WAVE
Factor: 2.0
Wind reactions based on
MWFRS
NCBCreep
TCDL. psf
Max TC CSI: 0.964
B Brg Width = 8.0
Min Req = 1.5
3.0
Load Du: tion:
Load Duration: 1.25 BCDL: 3.0 psf
X Brg Width = 8.0
Min Req = 2.9
Spacing: 24.0 " MWFRS Parallel Dist: h to 2h
Max CSI: 0.812
M Brg Width =-
Min Req = -
C&C ft
We
Max Web CSI: 0.812
Beatings B & X are a rigid
surface.
from endwal
Loc. from endwall: not in 13.00 ft
302.41bs
Beatings B & X require a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per
Ply (Ibs)
Wind Duration: 1.60
VI
VIEW Ver: 1tI 2.01 A.0205.20 Chords Tens.Comp.
Chords
Tens. Comp.
Lumber
A-B 61 0
G-H
656 -1164
Top chord 2x4 SP #2 :TS, T6 2x4 SP M-30:
B - C 555 -607
H -1
798 -1557
Bel chard 2x4 #2
Webs 2x4 SP #3
C - D 852 -446
I - J
797 -1554
D - E 929 -431
J - K
749 -1644
Bracing
E-F 912 -335
K-L
840 -2168
(a) Continuous lateral restraint equally spaced on
F - G 639 -1223
member.
Maximum Bot Chord Forces Per Ply (Ibs)
Plating Notes
Chords Tens.Comp.
Chords
Tens. Comp.
All plates are 3X6 except as noted.
B - W 477 -463
R - P
30 -9
Purlins
W—V 13 -30
P-O
1915 -678
U-T 664 -135
1
1915 -678
In lieu y l panels or rigid ceiling use pudins
T - O 1392 -404
N - M
82 -47
brace ly brace chords as follows:
10 laterally
Chord Spacing(in oc) Slart(f[) End(fl)
S-R 0 0
TC 24 25.33 30.00
BC 75 OA5 13.46
Maximum Web Forces
Per Ply (Ibs)
BC 120 13.46 4&00
Webs Tens.Comp.
Webs
Tens. Comp.
Apply put dins to any chords above or below fillers
at 24" OC unless shown otherwise above.
C - W 207 -374
1-0
56 -40
C-U 974-1006
Q-R
0 -44
Hangers l Ties
W-U 488 -458
Q-P
1696 -489
(J) Hanger Support Required, by others
E-U 231 -445
Q-J
731 -243
U - V 1200 -2404
P - J
181 - 635
Wind
U-F 9W-2134
P-K
321 -615
Wind loads based on MWFRS with additional C&C
F -T 684 -250
K- N
162 -222
member design.
G-T 562 -275
N-L
1848 -633
Left bottom chord exposed to wind.
T - H 564 -1062
L - M
592 -1372
H-Q 434 -211
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation Contractor. Special care must be taken
during handling, shipping and installation of trusses.
_
See -"WARNING" note below.
--WARNING" Please thoroughly review the-A-1ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENP forte.
)eslgner. in the banned need &Me IRO, Me IBC. local building code and TPI-1. The approval of the TDb end any veld
be Me responsibility of the Building Devgner and Contractor. All notes set out in the TDO and the p2tlires and
by TPla,WSBCAamrefemncedforgenemlguidanw. TPI-ldefimsMeresponsibiligesanddulicsof Rie Tmss
se defined bya Contend agreed upon in writing by all parties involved The Truss Design Engineer is NOT the Bui4
as def Min TPLI.
Ao"A-r ROOF
TRUSSES
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
__ (Lri Pierre. FL 34946._. _
Job
75043
Truss Truss Type
A17 ICOMN
try, 11y 10310512019
3623
I
lu
t 23' 8V-4.1
SEAT PLATE RED. SEAT PLATE RED.
�j� 13.4-
-2'137'8 14'0.8�(-
tt
lM1.5X4
R)
� u z( o
32'8-
Loading Criteria (pare Wind Criteria
Code / Misc Criteria
Deg/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L)4
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.118 J 999 360
Loc R+ / R- / Rh
I Rw
/ U / RL
BOLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.182 J 999 240
B 674 /- 1-
/448
/222 1274
BCDL: 5.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.047 N - -
X 2400 /- 1-
/1120
1280 1-
EXP: B Kzt NA
Plate Type(s):
HORZ(TL): 0.071 N - -
N 1419 A /-
/616
/150 /-
Des Ld: 45.00 Mean Height: 19.67 ft
WAVE
Creep Factor. 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 sf
p
Maz TC CSI: 0.947
B Brg Width = 8.0
Min Req = 1.5
Load Duration: 1.25 BCDL: 3.0 psf
X Brg Wdth = 8.0
Min Req = 2.8
Spacing: 24.0 " MWFRS Parallel Dist: h [0 rah
Max CSI: 0.723
N Brg = -
Min Req = -
C&C Dist a: 4.60 ft
We 94
Max Web CSI: 0.794
B &
Bearings B & X are a rigid surface.
Loc. from endwall: not in 13.00 it
Wg .305.2
Bearings B & X require a
seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per
Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.01A.020520
Chords Tens.Comp.
Chords
Tens. Comp.
Lumber
A-B 61 0
G-H
639 -1135
Top chord 2x4 SP#2
B-C 559 -619
H-1
751 -1458
Bat chord 2x4 SP#2
Webs 2x4 SP#3
C-D 784 -425
I-J
765 -1669
D - E 861 -409
J - K
855 -1862
Bracing
E-F 842 -313
K-L
852 -2026
(a) Continuous lateral restraint equally spaced on
F - G 623 -1250
L- M
110 -135
member.
Maximum Bat Chord Forces Per Ply (Ibs)
Plating Notes
Chords Tens.Comp.
Chords
Tens. Comp.
All plates are 5X6 except as noted.
B - W 490 -478
S - R
0 0
Purlins
W-V 13 -30
R-P
36 -8
- T 701 -144
P - O
1704 - 531
In lieu structural panels or rigid ceiling use puffinsU
ins
T- Q 1183 -287
O - N
1852 -681
to laterally
ly brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 23.79 28.46
Maximum Web Forces
Per Ply (Ibs)
BC 75 0.15 13.46
Webs Tens.Comp.
Webs
Tens. Comp.
BC 120 13.46 46.00
Apply putting to any chords above or below fillers
C - W 204 -370
Q - R
100 0
at 24" OC unless shown otherwise above.
C - U 963 -984
Q -1
208 -61
W - U 501 -474
Q - P
1692 -530
Hangers/Ties
E-U 232 -447
Q-J
219 -331
(J) Hanger Support Required, by others
U-V 1180-2379
P-J
122 -301
U - F 867 -2089
J - O
203 -94
Wind
F-T 671 -238
O-L
175 -119
Wind loads based on MWFRS with additional C&C
G - T 548 -262
L- N
783 -2137
member design.
T-H 512 -974
M-N
165 -222
Left bottom chord exposed to wind.
H-Q 551 -283
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation Contractor. Special rare must be taken
during handling, shipping and installation of trusses.
See `WARNING' note below.
'-WARNING' Please thoroughly review Me-A-1ROOF TRUSSES -SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGMENT' fomr.
_
Verify ini parameters and read notes an this Truss Design Drawing (Too) and the Anthony T. TomYp III, P.E. Reference Sheet before use. Unless oNerwise staled on the MD. only Alpl
mnnedor plates shall be usetl for d+e TDDbfae val'b. Asa Toss Design Engineenn ie. Speoety Engineer), the seal onaMTDDrepresentsen aecoverneeoflhepmfessional engineer,
=pre ROOF
wTRUSSE5
responsibility far the design of the single Truss depicted on Me Too ONy, under TPI-1. The design assumptions, loading Conditions, suitability and use of this Truss for any Building is the
Build, isMerespearabilityoftheO+meq the Ownefs aulAodzed agent or the Building Designer, in the contend attire IRC, the IBC, brat building and, and TPI-1. TheapprovaloltM
.. .,.
resparribllty of the Owner, the Ownets authorized agent or the Building Designer, in the conlest offie IRC, Me [Be, total building code and TPI-1. Theappmval of the TDD arrtl any field
Truss.
Anthony. TombO III, P.E.
y
use of the Including handling, storage, installation and bradng shill be the responsibihry of the Building Designer and contractor. MInatieseloutiothe TDDand Nepmdioerantl
guidelines ofthe Building Component Safety Information(BSCI) published by TPI and SBCA are referenced for general guidance. TPI-ldefines the responsibilities and duties of the Tress
#80063
Designer, Truss Design Engineer and Truss Manufacturer unless ohi defined by a Contract agreed upon in wilting by at parties Involved Furious Design Engineer is NOT the Buibi
4451 St. Lucie Blvd.Desgnera
--
sdensdermeT
+aaerre+aT�a.,a:nr.aE3.--..�-a
-.Eod.PJeTGe?EL-349Ab...P.
Job Truss Truss Type Oty Ply 03/05/2019 3703
75043 A18 I COMN 1 I 1
=Sxe be5xe
G H
1 7'8'14 1 4211'1
1 2 1 8'0'12
r
31'1'7-
- 50'8'
11'5'13j -j
Loading Criteria (part Wind Criteria Code I Mise Criteria
DeflICSI Criteria A Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc L/defl L#/ Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014
VERT(LL): 0.358 P 999 360 LOG R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.544 P 939 255 B 374 /-221 /-
/219 /204 /318
BCDL: 5.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.105 O - - Z 2786 /- /-
/1226 /230 /-
EXP: B Kzt: NA Plate Type(s):
HORZ(TL): 0.160 O - - M 2057 /- /-
/940 /225 /-
Des Ld: 45.00 Mean Height: 19.67 ft WAVE, HS
Creep Factor. 2.0 Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 sf
p
Max TCCSI: 0.710 B Brg Width =8.0
Min Req =1.5
Load Duration: 1.25 BCDL: 3.0 psf
Z Brg Width = 9.8
Min Req = 3.3
Spacing: 24.0' MWFRS Parallel Dist h to 2h
Max CSI: 0.962M Erg Width = 8.0
Min Req = 2.4
C8C Dist a: 5.07 It
We
Max Web CSI: 0.799 799 Bearings B. Z, & M are a rigid surface.
Loc. from endwall: not in 13.00 If
Wgt: 319.21bs Bearings B, Z, & M require
a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.01 A.0205.20 Chords Tens.Comp.
Chords Tens. Comp.
Lumber
2x4 SP 42 T2 2x4 M-30:
Top chordchord
A-B 61 0
H-I 1012 -2271
chord 2x4 SP #2 B4 -3
2x4 SP M-30:
B - C 832 -212
I - J 1229 -3173
WeBot
, W
Webs 2x4 SP #3:W5, W742x4 SP#2:
C - D 1336 -447
J - K 1525 -4112
D-E 775-2003
K-L 1523 -4263
Bracing
E-F 795-1910
L-M 1405 -4085
(a) Continuous lateral restraint equally spaced on
F - G 956 -2205
M - N 61 0
member.
G - H 987 -2005
Plating Notes
Maximum Bot Chord Forces Per Ply (Ibs)
All plates are 3X4 except as noted.
Chords Tens.Comp.
Chords Tens. Comp.
Purlins
B-Y 303 -756
T-S 1906 -401
Y-X 43 -129
S-R 2818 -804
In lieu of panels or rigid ceiling use putting
W - V 559 -1087
R - P 3BW -1199
ally brace c
to laterally brace chords follows:
V - U 1778 -443
0-0 174 -58
Chord Spacing(in tic) S4.00 End(ft)
c)
TC 24 2a.00 26.67
U - T 1778 -443
O - M 3682 -1182
BC 75 0.15 7.92
BC 67 7.94 39.31
Maximum Web Forces
Per Ply (Ibs)
BC 120 39.33 50.52
Webs Tens.Comp.
Webs Tens. Comp.
Apply putting to any chords above or below fillers
at 24' OC unless shown otherwise above.
C - Y 196 -230
S - H 549 -277
C-W 513 -611
S-1 521 -1207
Wind
Y-W 291 -636
I-R 678 -188
Wind loads based on MWFRS with additional C&C
W -X 108.9 -2774
R-J 466 -1247
member design.
W-D 1020-2720
J-P 642 -179
Left bottom chord exposed to wind.
D - V 2967 -10DO
P - O 74 0
V - F 381 -886
P - O 3540 -1133
Additional Notes
F -T 192 -82
P - L 205 -21
Negative reaction(s) of -221# MAX. from a non -wind
G-T 114 -60
O-L 232 -547
load case requires uplift connection. See Maximum
G - S 385 -199
Reactions.
WARNING: Fumish a copy of this DWG to the
installation contractor. Special care must he taken
during handling, shipping and installation of trusses.
See'WARNING' note below.
^WARNING" Please thoroughly review the-A-1ROOF TRUSSES('SELLER), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' form.
Verify design pammelem and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tomho III, P.E.
Reference Sheet before use. Unless ohurvAse staled on the TDD, only Al s
nnenor plates shall be used for the TOD to be valid. As a Truss Design Engineering (i.e.Spatially Engineer),
me seal on any TDD represents an acceplanee of the poressional engineerin
A-r RODF
msponstuhh, for the design of the single Truss depicted on the TDD oNy,under TPi4. The design assumptions, loading condifions, suitably and use of this Truss for any Building is the
Y wTRg55E5
Beildirtg is th¢resporatillfy onto Owner, the Owner's authorized agent or the Budding Oesigner, in the oxford of
the IRO, the IBC, oral building code and TP41. Theappmvat of the
.gym •.=�
responsiblliy of the Gunter, the Owners authorized agent orthe Budding Designer, in Me eonten of Me IRC, the IBC, local building code and TPl-1. The approval of Me TDD and any Geld
non y LTombD III, P.E.
Anthony
use of the Truss, Meaning handling. storage. Installation and b2ung shall be the responvbility of the Building Designer and Cpntmtlon All notes striation the TDDandthe Meet. and
guidelines of the Building Cpmponenl Safety tnf irlion Inset) puNished by TPI and SBCA are referenced for general guidance. TPI-1Jehmsthemsponsibilidesandduliesolthe Truss
#80083
Designer, Trust, Design Engineer and Truss Manufapureq unless otherwise defined by a Contract agreed upon in
ending by all paries involved. The Truss Design Eng,neeris NOTthe Buildi
4451 Sl. Lucie Blvd.
Job
75043
Truss
A19
Truss Type
COMN
1ty I Ply 103105/2019
3700
b
r- 2&4' -1 14'8'8 -i m 10T8 -�
SEAT PLATE REQ. SEAT PLATE REO.t ,h SEAT PLATE REQ.
1--6'0'14 447'1
-2'-}--6'4'12- } 41'10'5 2.4'75)
r 50'a'
Loading Criteria(pti0 Wind Criteria
TCLL: 30.00 Wind Std: ASCE 7-10
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 5.00 Risk Category: II
EXP: B Kzb NA
Des Ld: 45.00 Mean Height: 19.67 it
NCBCLL: 10.00 TCDL' 5.0 psf
Load Duration: 1.25 BCDL: 3.0 psf
Spacing: 20.0" MWFRS Parallel Dist: >2h
C&C Dist a: 5.07 IT
Lac. from endwall: not in 14.:
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T5 2x8 SP 24001-1.8E:
Bol chord 2x4 SP #2 :B4 2x4 SP M-30:
Webs 2x4 SP #3 :W5 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Tray Scab(s)
(2) 2x8x8-10-10 x SP 2400f-1.8E scabs at right end.
Attach one scab to each outer face of chord with:
0.131"x3", min. nails @ 8" oc, plus additional nail
clusters at: BRG.: (4), heel: (6), 1st panel point: (2).
Pudins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Starl(ft) End(ft)
BC 73 0.15 6.25
BC 67 6.28 48.07
Apply purling to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to wind.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Bid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
DefUCSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.342 P 999 361
VERT(CL): 0.521 P 999 26'.
HORZ(LL): 0.080 H - -
HORZ(TL): 0.123 H - -
Creep Factor. 2.0
Max TC CSI: 0.756
Max SC CSI: 0.993
Max Web CSI: 0.725
Wgt350.0 Ibs
VIEW Ver. 18.02.01A.0205.20
Additional Notes
Negative reaction(s) of -266# MAX. from a non -wind
load case requires uplift connection. See Maximum
Reactions.
WARNING: Furnish a copy of this DWG to the
installation contractor. Special Care must be taken
during handling, shipping and installation of trusses.
See "WARNING' note below.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ IR- /Rh /Rw /U /RL
B 243 /-266 /-
/140 /164 /262
X 2343 I- I-
11015 /213 /-
M 1665 /- I-
/694 /182 /-
Wind reactions based on
MWFRS
B Big Width = 8.0
Min Req = 1.5
X Brg Width = 9.8
Min Req = 2.8
M Big Width = 8.0
Min Req = 1.8
Bearings B, X, & M are a rigid surface.
Bearings 8, X, & M require
a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A- B 51 0
G- H 834 -1925
B - C 860 -302
H -1 840 -1946
C - D 1368 -471
1-1 1057 -2798
D-E 607-1716
J-K 1317 -3647
E-F 614-1604
K-L 1553 -4306
F-G 825-2105
L-M 257 -621
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.. Chords Tens. Comp
B - W
306 -783
R - Q
1870 - 508
W-V
47 -138
Q-P
2473 -715
U - T
505 -1146
P - O
3363 -1058
T - S
1555 -426
O - N
3363 -1058
S - R
1870 -508
N - L
4130 -1404
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-W
242 -144
S-G
88
-181
C-U
349 -546
G-Q
180
-255
W - U
268 -665
H - Q
953
-382
U - V
875 -2342
Q -1
451
-1040
U - D
864 -2381
I - P
527
-153
D - T
2786 -929
P - J
397
-988
T - F
324 -820
J - N
327
-89
F-S
396 -98
N-K
390
-865
"WARNING- Please thoroughly review the-A-1ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' form.
verity design dunatersand read notation this Truss Design Dnsmng from and the Anthony T. Tombs ill, P.E. Reference Sheet before use. Unless otherwise slated on the TOD. only Alp
mnneuor dates shall M used for the TDD Io M vaid. Asa Truss Design Engineering f.e. Speasty Engineed, the seal on any TDD represents an acceptance of the professional engineed
res,rabldy for the design of the angle Truss dappled on the TDD ordy, under TPI-1. The design assumptions, loading conditions. suitability and use of this Truss forany Building is the
Building is IM responsibility of the Owner, IM Ovme/s oupeulsed agent or the Building Design, in the context of Me IRC, the IBC, burl holding cotle and TPI-1. The approval of tM
use of this
-A0 IA-1 ROOF
12TRUssEs
Anthony T•Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job
75043
Truss Truss Type
A20 ICOMN
City I Ply 1 03/05/2019
3425
( 25'4' i 264' 1
2'+- 57'8 1 42'6'15 `�={
yj 50'8'
Loading Criteria fps0 Wind Criteria
TCLL 30.00 Wind Std: ASCE 7-10
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 5.00 Risk Category: ll
EXP: B Kzt NA
Des Ld: 45.00 Mean Height: 19.67 it
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 3.0 psf
Spacing: 20.0" MWFRS Parallel Dist: It to 2h
C&C Dist a: 5.07 ft
Loc. from endwall: not in 14.3
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top Chord 2x4 SP #2:T4 2x8 SP 2400f-1.8E:
Bet chord 2x4 SP #2:B4 2x6 SP #2:
Webs 2x4 SP #3 :W5 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Tray Scab(s)
(2) 2x8x8-11-4 x SP 2400f-1.8E scabs at right end.
Attach one scab to each outer face of chord with:
0.131"x3", min. nails @ 8' Do, plus additional nail
clusters at: BRG.: (4), heel: (6), 1st panel point: (3).
Purlins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Stad(ft) End(ft)
BC 64 0.15 5.48
BC 62 5.51 47.87
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24'-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to wind.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
''WARNING- Please thoroughly review the'A-1ROOF TRUSSES
only design parame(ers and read notes on this Truss Design Drawing (To[
oreetlor gales shall be used far 1M1e TOO to be valid Asa Truss Design E�
aponsbilityfor the design of fire single Truss searched on the TDD only, on
Wilding is the responsibility of the Owner, the Owner's aurronzed agent or fi
.enonvbil,ty of the Curer. the Owners aulhorhad anent or the Bundso De:
Defl/CSI Criteria
PP Deflection in roc Udefl
VERT(LL): 0.355 O 999
VERT(CL): 0.541 O 986
HORZ(LL): 0.082 G -
HORZ(TL): 0.126 G -
Creep Factor. 2.0
Max TC CSI: 0.704
Max BC CSI: 0.944
Max Web CSI: 0.728
Wgt: 354.2 Ibs
1
1
E RED.
♦ Maximum Reactions (Ibs)
L/# Gravity Non -Gravity
.R0 Loc R+ / R- / Rh 1 Rw / U 1 RL
VIEW Ver: 18-02.01 A.0205.20
Additional Notes
Negative reaction(s) of-317# MAX. from a non -wind
load Case requires uplift connection. See Maximum
Reactions.
WARNING: Furnish a Copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of trusses.
See'WARNING" note below.
B 207 /-317 1-
1121 1166 /262
W 2377 /- P
11,027 /220 P
L 1700 /- /-
1703 1185 /-
Wind reactions based on
MWFRS
B Brg Width = 8.0
Min Req = 1.5
W Brg Width =.8.0
Min Req = 2.8
L Brg Width = 8.0
Min Req = 1.9
Bearings B. W. & L are a rigid surface.
Bearings B, W. & L require
a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A- B 51 0
G- H 872 .2037
B - C 963 -339
H -1 1087 -2887
C - D 1545 -526
I - J 1371 -3811
D - E 606 -1718
J - K 1646 -4582
E - F 869 -2287
K - L 263 - 634
F-G 862-2037
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp
B - V
339 -876
Q - P
2037
-574
V - U
56 -160
P - O
2554
-743
T - S
549 -1313
O - N
3509
-1105
S - R
1582 -446
N - M
3509
-1105
R - Q
2037 -574
M - K
4431
-1502
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens.
Comp.
C- V
299 -148
R - F
107
-194
C-T
332 -605
F-P
209
-338
V - T
297 -747
G - P
994
-384
T - U
871 - 2382
P - H
450
-1037
T - D
875 - 2454
H - O
531
-156
D - S
2982 -996
0-1
421
-1062
S - E
345 -886
I - M
405
-114
E - R
525 -142
M - J
445
-1033
GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMi to..
pony T. Tori lll, P.E. Reference Sheet boron¢use. Unless otherwise staled on the MD. only Nr
mniaM of the IRC, 0e IBC, bral building cede and TPF1. The approval of ew
IRC, the IBC, local building code and TPI-1. The approval ofthe TOD and anyfield
gilding DesigneraMControodr. Nlno(eswtmin Ne TODandthepmdiwsand
¢etlrorgenealguldaree. TPI-1 defines the respmslbStlas and denies of the Tors
sd upon in wndng by all padies involved. The Truss Design Engineer is NOT the Bu
'jo]--r ROOF
TRUSSES
Anthony T. TombD III, P.E.
# 80083
4451 St. Lucie Blvd.
Job Truss Truss Type City Ply 031052019
75043 A21 I COMN 1 11
3565
4
2&4'
r— 5'4' 454"
5'7'8- 3111' -} 131 V8 z
Loading Criteria (pert Wind Criteria
Code / Misc Criteria
De0/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl
L#t Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.344 O
999 360 Loc R+ / R- I Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.524 O
999 270 A 160 /-76 /-
/69 /83 /276
BCDL: 5.00 Risk Category: II
FT/RTA0(0y10(10)
HORZ(LL): 0.122 N
- - X 2199 /- /-
1970 204 /-
EXP: B Kzt NA
Plate Type(s):
HORZ(TL): 0.185 N
- - L 1942 /- !-
1861 /201 !-
Des Ld: 45.00 Mean Height: 19.67 it
WAVE, HS
Creep Factor: 2
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 sf
p
0.
Max TC CST: 769
A Brg Width = 8.0
Min Req = 1.5
Load Duration: 1.25 BCDL: 3.0 psf
X Brg Width = 8.0
Min Req = 2.6
Spacing: 21.0" MWFRS Parallel Dist: h to 2h
Max BC CST: 0.582
L Brg Width = 8.0
Min Req = 2.3
C&C Dist a: 5.07I
Max Web CSI: 0.967
Bearings A. X, & L are a
rigid surface.
Loc. from endwall: not in 11.50
it
Wg(. 296.81bs
Bearings A, X, & L require
a seal plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp.
Chords Tens. Comp.
Lumber
A-B 308 -143
G-H 953 -2235
Top chord 2x4 SP #2 :T4 2x4 SP M-30:
B - C 509 -203
H -1 1118 -2923
Bot chord 2x4 SP M-30:B12x4 SP#2:
C-D 536 -119
I-J 1324 -3676
Webs 2x4 SP#3:W5, W142x4 SP#2:
D-E 952-2569
J-K 1313 -3775
Bracing
E-F 973-2549
K-L 1306 -3900
(a) Continuous lateral restraint equally spaced on
F - G 949 -2255
L - M 53 0
member.
Maximum Bot Chord Forces Per Ply (Ibs)
Plating Notes
Chords Tens.Comp.
Chords Tens. Comp.
All plates are 3X4 except as noted.
A- W 251 -276
R - Q 2601 -697
Purlins
W-V 12 -22
Q-O 3411 -1000
U-T 2225 -592
P-N 167 -52
In lieu of structural panels or rigid ceiling use During
T- S 2302 -582
N - L 3512 -1094
to laterally brace chords as follows:
S - R 2302 -582
Chord Spacing(in oc) Starl(ft) End(h)
BC 64 0.15 5.46
BC 120 5.46 50.52
Maximum Web Forces
Per Ply (Ibs)
Apply pudins to any chords above or below fillers
Webs Tens.Comp.
Webs Tens. Comp.
at 24" OC unless shown otherwise above.
B - W 154 -105
R - H 451 -1022
Wind
B-U 317 -274
G-R 1229 -483
Wind loads based on MWFRS with additional C&C
W - U 264 -297
H - Q - 689 -220
member design.
C-U 227 -435
Q-1 404 -1072
Left bottom chord exposed to wind.
U - V 868 -2199
1-0 604 -169
U-D 1071 -3116
O-P 75 0
Additional Notes
D-T 198 -28
O-N 3365 -1047
WARNING: Furnish a coWa this DWG to the
T- F 127 -39
O - K 124 -13B
instlfa7fOn contractor. Special care must be taken
F - R 264 -454
N - K 180 -388
during handling, shipping and installation of trusses
See 'WARNING" note below.
''WARNING" Please thorougtly review the"A4 ROOF TRUSSES -SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER PBUYER-) ACKNOWLEDGMENTften,
only design p nernatelsand read notes on this Trvss Design D2enng(TDD) and the Anthony T. Tombo lg, P.E. Refemn eSheet before use. Unless othermse stated on the TDD, only All
tunenor plates shall be used for the TDD lobe valid. Asa-euse Design Enginsude (i.e- Spedaby Engineer), the sealon airy TOD represents an aoeptanre of We phdassional engineer
ling wde and 1-1. The all
ntreaor. All notes set out in
e. TPhl defines the respp
,dies in.Mved. The Trvss
�--A-1 RUDE
i=TRU55E5
Anthony T_Tombo�111, P.E.
# 80083
4451 St. Lucie Blvd.
Job Truss Truss Type City Ply 03/05/2019 3566
75043 I A22 I COMN 11 I 1
SEAT PLATE RED. SEAT PLATE REQ.
45'8'
31'8"8 13'11'8 2'—{
Loading Criteria (psq Wind Criteria
Code / Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Sid: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udell L#t
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.312 M 999 36C
Loc R+ / R- / Rh
I Rw
/ U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.475 M 999 271
U 1747 /- /-
/659
1161 /250
BCDL: &00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.111 L - -
J 1874 A /-
1808
1193 /-
EXP: B Kirl: NA
Plate Type(s):
HORZ(TL): 0.169 L - -
Wind reactions based on
MWFRS
Des Ld: 45.00 Mean Height: 19.67 it
WAVE
Creep Factor: 2.0
U Brg Width = 8.0
Min Req = 8.0
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.655
J Brg Width = 8.0
Min Req = 22
Load Duration: 1.25 BCDL: 3.0 psf
Bearings U & J are a rigid
surface.
Spacing: 20.0" MWFRS Parallel Disc h to 2h
Max BC CSI: 0.567
Bearings U & J require a
seat plate.
C&C Dist a: 4.57 ft
Max Web CSI: 0.991
Maximum Top Chord Forces Per
Ply (Ibs)
Loc. from endwall: not in 11.00
ft
Wgt: 298.210.s
Chords Tens.Comp.
Chords
Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 18.02.01A.0205.20
A-B 738 -2115
F-G
1092 -2888
Lumber
B-C 1009-261a
G-H
1280 -3564
C - D 1020 -2492
H -1
1270 -3658
Top chord 2x4 SP ;T3 2x4 SP #2:
D - E 948 -2200
I - J
1264 -3775
2 :8
chord 2x6SPW :B32x4 SP01-1.
E-F 918-2211
J-K
51 0
WeHot
Webs 2x4 SP #3:W7 2x8 SP 2400f-1.8E:
:W2, W12 2x4 SP #2:
Maximum Hot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp.
Chords
Tens. Comp.
(a) Continuous lateral restraint equally spaced on
member.
T- S 403 -461
P - O
2574 -695
S - R 2415 -696
O - M
3305 -972
Purlins
R-Q 2219 -553
N-L
200 -62
In lieu of structural panels or rigid ceiling use pudins
Q - P 2219 -553
L - J
3401 -1061
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(fl)
Maximum Web Farces Per Ply (Ibs)
BC 75 0.18 31.84
Webs Tens.Comp.
Webs
Tens. Comp.
BC 120 31.85 45.52
Apply purling to any chords above or below fillers
A - T 661 -1725
P - F
431 -1006
at 24" OC unless shown otherwise above.
A-S 2139 -697
F-O
665 -206
T - U 643 -1732
O - G
356 -962
Wind
-
S-B 348 -&%
G-M
525 -147
Wind loads based on MWFRS with additional C&C
B - R 163 -156
M - N
72 0
member design.
R-D 226 -88
M-L
3219 -1004
Left end vertical not exposed to wind pressure.
D - P 294 -540
M -1
120 -129
E-P 1348 -541
L-1
173 -372
Additional Notes
WARNING: Furnish a copy of this DWG to the
-
installation Contractor. Special Care must be taken
-
during handling, shipping and installation of trusses.
See'WARNING" note below.
"WARNING" Pleasethoroughlyrisaew the-A-1ROOF TRUSSES -SELLER -),GENERAL TERMS and CONDITIONS CUSTOMER('BUYER")ACKN0wLEOGMENPform.
only design parameters and read notes on this Truss Design Drawing(Too) and the ANhony T. Tombo III, P.E. Referenm Sheet before use. Unless otherwise stated on the TOO, only Alt,
mnecmr pates snarl tie used la the TDDm be valq. As ItTma Design Engineering Cie. Speoally Engineer), thesealon any TOD representsanameuhhoeofthe professional enginenn
rsponsibility for the design of the single Truss depided on the Too only, order TPI-I. The design assumptions, loading conditions, suitability and use of his Tn¢s for any Building is the
A-r ROOF
IIN55E5
Anthony T,Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.' -
Job
75043
Truss
A23
Truss Type
SPEC
City Ply
1 I1
03/05/2019
3567
4
47.4.14
Loading Criteria hasp
Wind Criteria
Code I Misc Criteria
Defl/CSI Criteria
TCLL 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.139 C 999 36
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.213 C 999 24
BCDL: 5.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.041 P - -
EXP: B Kzt: NA
Plate Type(s):
HORZ(fL): 0.065 P - -
Des Ld: 45.00
Mean Height: 19.67 it
WAVE
Creep Factor. 2NCB0.
ton:
BCDL: psi
Load Du:
Load Duration: 1.25
3.0
BCDL: 3.0 psf
Maz TC CSI: 0.714
Spacing: 24.0"
MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.614
C&C Dist a: 4.74 O
Max Web CSI: 0.731
Loc. from endwall: not in 13.00
ft
Witt: 303.8 lbs
GCpi: 0.18
VIEW Ver. 18.02.01 A.0205.20
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T4 2x4 SP M-30:
Bot chord 2x4 SP #2 c82 2x4 SP 2400f-2.OE:
:83 2x4 SP M-30:
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stad(ft) End(ft)
BC 75 0.00 11.54
BC 120 11.54 30.78
BC 75 30.78 4726
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of tmsses.
See "WARNING" note below.
SEAT PLATE REQ.
—1Y10'
16'9'5 Y
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw / U / RL
V 1473 !- /-
1620 1153
1301
O 2613 /- /-
1951 1234
/-
K 618 /-53 /-
/308 1119
/-
Wind reactions based on MWFRS
V Brg Width = -
Min Req = -
O Brg Width = 4.0
Min Req = 2.7
K Brg Width = 8.0
Min Req = 1.5
Bearings O 8 K are a rigid surface.
Bearing K requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens.
Comp.
A-B 798-2147
G-H 325
-429
B-C 883-2312
H-I 236
-409
C-D 969-2305
1-J BW
-199
D - E 986 -2262
J - K 586
- 359
E-F 629-1225
K-L 61
0
F - G 626 -1205
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
V-U 306 -288 Q-O 0 -25
U-T 70 -38 O-N 257 -506
S - R 1558 -295 N - M 257 -506
R-P 874 -61 M-K" 257 -504
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens.- Comp
A-V
SW-1445
R-G
404
-96
A-U
1918 -648
G-P
375
-1167
U-B
271 -649
P-Q
51
0
U - S
1872 -530
P - H
189
- 360
B-S
141 0
P-1
1647
-495
C-S
212 -423
P-O
478
-768
S- T
70 0
1-0
623
-1909
S-E
870 -350
O-J
316
-782
E- R
447 -903
J- M
243
0
F - R
495 -267
'-WARNING" Please thoroughly review the 'A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER') ACKNOWLEDGMENT' from.
Vanly design parameters and read notes on this Tress Design D2vAng(Too) and the Anthony T. Tombo 111. P.E. Reference Sheet before useUnlessolhewise staled on the TOD, only All
connector plates shall be used for the TOD lobe valid As a Truss Design Engineering (e.Speselty Ergineer), the sealon any Too represents an acceptance of the professional engineen
responsibility for the design of the single Tress depided on the Too only, under TPI4. The design assumptions, loading wnditons. suitability and use of this Tress for any Building is Via
Building is the responsibility of the Owner, the carriers authorized agent or the Building Designer, in the content of the IRC, the IBC, local bustling code and TPl-1. Theapprovalofthe
=A-1 ROOF
TRR55E5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job
75,043
Truss
A24
Truss Type
HIPS
City Ply
10310512019 Ci
3568
.SX6E7X6
F G
AT PLATE REO.
a4'694 1710-i
Loading Criteria (psq Wind Criteria
Code I Misc Criteria
DeflIC81 Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Defection in loc L/de8
L/# Gravity
Non-Gravily
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.254 E 999
360 Loc R+ / R- I Rh
! Rw
/ U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.388 E 999
240 A 1524 /- /-
/672
1169 1291
BCDL: 5.00 Risk Category: 11
FT/RT:10(0)/10(10)
HORZ(LL):-0.059 B -
- O 2427 /- /-
/979
/245 /-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.094 B -
- L 662 /- f-
/297
178 !-
Des Ld: 45.00 Mean Height: 19.67 f
WAVE, HS
Creep Factor: 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.746
A Brg Width =-
Min Req = -
Load Duration: 1.25 BCDL: 3.0 psf
O Brg Width = 4.0
Min Req = 2.5
Spacing: 24.0' MWFRS Parallel Dist: h [0 2h
Max BC CSI: 0.608
L Brg Width = 8.0
Min Req = 1.5
C&C Dist a: 4.74 f
Max Web CSI: 0.600
Bearings O & L are a rigid surface.
_ Loc. from endwall: not in 13.00 ft
Wgt: 278.6lbs
Bearing L requires a seat
plate.
GCpi: 0.18
Maximum Tap Chord Forces Per
Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.01 A.0205.20 Chords Tens.Comp.
Chords
Tens. Comp.
Lumber
A - B 1107 -2900
G - H
707 -1405
Top chord 2x4 SP M-30400f 2.0 2x4 #2:
B - C 1025 -2713
H -1
479 -976
BotWe chord 2x4 SP 2400f-2.OE :B3, B4 2x4 SP #2:
,
Webs 2x4 SP #3
C - D 946 -2391
I - J
280 -53
D-E 951 -2208
J-K
224 -192
:Lt Slider 2x8 SP 2400f-1.8E: BLOCK LENGTH = 1.500'
E - F 690 -1456
K - L
197 -611
F-G 705 -1217
L-M
61 0
Bracing
(a) Continuous lateral restraint equally spaced on
Maximum Sot Chord Forces Per
Ply (Ibs)
member.
Chords Tens.Comp.
Chords
Tens. Comp.
Pudins
A-V 2379 -728
R-P
39 -13
In lieu of structural panels or rigid ceiling use pudins
V - U 1937 -476
P - O
39 -13
to laterally brace chords as follows:
U -T 1937 -476
O - N
303 -448
Chord Spacing(in oc) Stan(f) End(ft)
T-S 1217 -143
N-L
491 -74
TC 24 21.15 23.00
S - O 840 -108
BC 120 0.00 29.26
BC 75 29.26 47.26
-
Maximum Web Forces
Per Ply (Ibs)
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above:
Webs Tens.Comp.
Webs
Tens. Comp.
C-V 282 -382
O-R
69 0
Hangers l Ties
V-E 433 -141
O-O
341 -526
(J) Hanger Support Required, by others
E-T 467-1014
O-1
1575 -505
F - T 423 -173
0-1
826 -2304
Wind
G-S 32 -168
I-N
537 -167
Wind loads based on MWFRS with additional C&C
S - H 672 -154
N - K
279 -560
member design.
H-O 424-1095
Additional Notes
WARNING: Furnish a Copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of trusses.
See -WARNING" note below.
'9wARNINW- Pleasethoroughiyrevlewthe-A-1 ROOF TRUSSES( -SELLER-). GENERALTERMS and CONDITIONS CUSTOMER('BUYER-) ACKNOWLEDGMENT form.
edfy design parameters and mad notes on Na Truss Design Dmvnng(Too) and Me Anthony T. Tombo M. P.E.Reference Sheet beiare use. Unless othervAse slated on the Too. only Air
iaaumn unless aMenNse defined! bye Contract agreed upon in v Vng by all parties involved. The Truss Deign Eigineeris NOTtheB
NI raµb bad terms are as dermed in TPI-1.
4
A-t gDOF
�/ �TRU55E5
Anthony T-Tombo III, P.E.
# 80083
4451 St. Lurie Blvd.
Job
75043
I russ Imss type
A25 MONO
Cry Pry
1 2
03/05/2019
3533
Loading Criteria (part
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 19.67 It
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50'
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP 24001-2.0E
Bot chord 2x6 SP #2
Webs 2x6 SP #2:W2 2x4 SP 43:
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 2 Rows @ 4.00' o.c. (Each Row)
Webs : 1 Row @ 4" D.C.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1) 112• bolts may be used for
(2) 0.131"x3", min.. nails on
Either The Top or Bottom Chords.
Special Loads
-(Lumber Dur.Fac=1.25 / Plate Duf.Fac =1.25)
TC: From 82 pit at 0.34 to
82 pit at 5.00
BC: From 85 pit at 0.00 to
85 pit at 0.34
BC: From 5 pit at 0.34 to
5 plf at 5.00
BQ 1847 Ib Conc. Load at 1.53
BC: 1840 lb Conc. Load at 3.20
Plating Notes
("`) 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Puffins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 29 0.00 2.44
BC 32 2.58 5.00
Apply pur ms to any chords above or below fillers
at 24. OC unless shown otherwise above.
0
F
•1_� 47.15-�
SEAT PIATE REG. LN
5'�
i 22.8 ___'V__ T4.
- 1'6.6 �-- l'8•
1147# 84
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
II
DeflICS1 Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.106 E 549 361
%RT(CL): 0.158 E 367 241
HORZ(LL): 0.054 D - -
HORZ(TL): 0.081 D - -
Creep Factor: 2.0
Max TC CSI: 0.650
Max BC CSI: 0.648
Max Web CSI: 0.136
WgL 57.4 Ibs
VIEW Ver. 18.02.01A.0205.20
Hangers/Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 2226 /- /- /90 /131 /82
D 1894 /- /- 1102 /128 /-
Wind reactions based on MWFRS
F Big Width = 8.0 Min Req = 1.5
D Brg Width =- Min Raft = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 27 -418 B-C 247 -41
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 130 -7 B-D 84 -18
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
E - B 662 -33 C - D 95 -672
"WARNING-' Pleasethoreughlyreviewthe'A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER-)ACKNOWLEDGMENT"foml.
-
enfy design pararremes and read ..fee on this Truss Design Dewing (TDD) and the Anthony T. Tamho III, P.E. Reference Sheet before use. Unless omennse stated! an tM1e TOD. only Npin
nedor plates shall be used for the TDD tolW Valid. As a Truss Design Enginerig(i.a Spedelly Engineer), the seal on any TDD represents an acceptance of Me pmfessbwIs. gineenn
Eq_t RDOF
��THG55E5
sponsibrity forthetlesign of the single Truss derood.rlbe TOD.nI,under TPl-1. Tirades, assumptions, loading ronde.us, sudabilityand use Donis Truss forany Building is lM
wilding is ft, f eg the O ed egeng Building Desgrer, f nrert Ne b M TPF1. The
, Tfig and of the
.� s. •.
:elaofthe'tyofthe th
the OsibYity h ONin.,
Owner'sagegrizedagentn the Building Designee inthernntenof
ed sent Desig the IR endsDO,
IM1e IBD,localbuildingcode
IBC. locald Thea offhe TDDendanygeltl
1. The
Anthony P.E.
BIRC,
uuug an
aide(Ne ofuss,indudig handling, storage, installation eodbrawasted be lee responsibilityo nefe maned! h Designer gedarelratl l-i efine seems MCTDDanddrepradicesarb
All APIs ltuaT
Ines ache Building Component Safetylanufmien, 5L11poNLeriaso TPlandy CAarerefereedbilon TPI-1 definestberess
80083oIll,
#BDO63
igeneral n sidles byance.
mig
esigner, Truss Design Engineer and Truss Manulacwrer, unless ofheruise degnN bya Centred agreed upon in writing by all padi¢s involved. The Truss Design Engineer is NOT the BUIIE
a Design ErineerisofNeeBul
4451 St. Lucie Blvd.
Job Truss Truss Type Qty Ply 03/05/2019
75043 A26 I SPEC 11 12 I 3536
72#
)-4-11-8-48 X I iT5'
a•
SEATPUTEREO. SEAT PLATE REO.
� r 40'10- 1210-i
' Ta- ) 2� WS F 2' 1 3T11'B
v J
F--SO-2
Loading Criteria (pit
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: II
EXP: B Kzt NA
Des Ld: 45.00
Mean Height: 19.67 ft
NCBCLL: 10.00
TCDL: 5.0 pat
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 5.37 it
Loc. from endwall: not in 13.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T2 2x6 SP 2400f-2.OE:
:T3 2x8 SP 2400f-1.8E:
But chord 2x4 SP #2 :B1, B4 2x4 SP M-30:
:B2 2x6 SP 2400f-2.0E:
:B3 2x8 SP 2400f-1.SE:
Webs 2x4 SP #3:W3, W4 2x4 SP #2:
:W7 2x8 SP 2400f-1.8E:
:W8 2x6 SP #2:
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
But Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25)
TC: From 82 pit at -2.00 to
82 plf at
53.67
BC; From 10 pit at 0.00 to
10 pit at
2.67
BC: From 11 pit at 2.67 to
11 pit at
4.67
BC: From 10 pit at 4.67 to
10 plf at
13.71
BC: From 11 pit at 13.71 to
11 Olt at
15.71
BC: From 10 pit at 15.71 to
10 plf at
53.67
TC: 72 lb Conc. Load at 4.96
BC: 334 lb Conc. Load at 5.01
BC: 1894 lb Conc. Load at 6.13
Plating Notes
All plates are 5X8 except as noted.
Wind
Wind loads and reactions based on MWFRS.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
DeO/CSI Criteria
PP Deflection in loc Udell
VERT(LL): 0.484 G 999
IF�RT(CL): 0.764 G 638
HORZ(LL): 0.140 R -
HORZ(TL): 0.226 R -
Creep Factor. 2.0
Max TC CSI: 0.758
Max BC CSI: 0.659
Max Web CSI: 0.910
Wgt: 721.0 Ibs
♦ Maximum Reactions (Ibs)
L/# Gravity Non -Gravity
360 Loc R+ / R- / Rh / Rw / U / RL
244 B 3952 /- /- /- 1688 /-
- R 3550 /- / A 1993 /-
- P - /- /- 1108 /- A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.3
R Brg Width = 4.0 Min Req = 1.7
P Brg Width = 8.0 Min Req = 1.5
Bearings B, R, & P are a rigid surface.
Bearings B & P require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01 A.0205.20 Chords Tens.Comp. Chords Tens. Comp.
Purlins
In lieu of structural panels or rigid ceiling
use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(fl)
End(ft)
TC 24 4.96
8.00
TC 24 25.42
31.25
BC 30 0.15
2.67
BC 26 2.67
4.67
BC 109 4.67
13.71
BC 26 13.71
15.71
BC 120 15.71
53.52
Apply pudins to any chords above or below fillers
at 24" CC unless shown otherwise above.
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special Care must be taken
during handling, shipping and installation of trusses.
See "WARNING" note below.
A-B
31 -11
1-J
194 -1288
B - C
627 -3933
J - K
160
-1137
C-D
691 -4319
K-L
96
-921
D-E
112D-7056
L-M
782
-344
E - F
942 -5950
M - N
773
-341
F - G
1234 -7924
N - O
723
-323
G - H
636 -3751
O - P
438
-250
H -1
443 -2674
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AA
3481 -550
V - U
803
-71
AA-Z
4168 -666
U-T
803
-71
Z-Y
7081 -1110
T-S
299
-315
Y-X
8155-1297
S-R
299
-315
X-W
3774 -637
R-0
210
-345
W-V
1902 -315
Q-P
210
-344
Maximum
Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C-AA
615 -106
W-1
1181
-181
D -AA
268 -1602
I - V
217
-1078
D- Z
2605 -406
J- V
238
0
Z-E
2553 -402
V-K
716
-172
Z-F
214 -1433
K-T
209
-615
F-Y
1242 -182
T-L
921
-263
Y-G
139 -504
L-R
466
-15%
G - X
732 -4789
R - M
37
-104
H-X
2328 -375
R-0
115
-412
H- W
452 -2562
O- Q
98
0
•-WARNING" Please thoroughly review the -A-1 ROOF TRUSSES("SELLER1 GENERAL TERMS and CONDITIONS CUSTOMER ( -BUYER-) ACKNOWLEOGMENT'fotm.
only design parametersandread noteson this TrussDesign Drawing(mD)and 0. Anthony T. Tamp IIL P.C. Rate.. Sheetbefaeuse. Unleasofiw, a. slate oath. TDO,only Atp
pm9Glity of Ne building DesigneraM Contrzda. All rotes Set. in me TDO and Ne predioes and
]GaCA aro referenced for general guWarce. TPI-1 TM1e Tms.OesdehnesnorespDasitiesandies of the Truss
T Conrad agreetl upon in wnlitg by all parties involved. gn Enginesver is NOT the PUA
an irut-1. -
�A-r ROOF
�TRD55E5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job
75043
Truss Truss Type
A27 ISPEC
City I Ply
I0310512019
3070
�T-)-3' )- 13'6'8 -i 97'-
%7X6fRI =4X4
20'6"8
4 ( -r 12 U
S T LATE RED.
356" 18'2" -i
r78" 1 z 9'0"82 ) 3T11"8
H
53'8"
Loading Criteria (m0 Wind Criteria Code I Misc Criteria Defli Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in too Udefl L/#
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Slid: 2014 VERT(LL): 0295 E 999 WIT
Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): OA69 E 907 240
B 1475 P /-
1685 1152 l265
BCDL: 5.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.085 R - -
O 3548 /- /-
11267 1335 /-
EXP: B Kzl: NA Plate Type(s): HORZ(TL): 0.136 P - -
M 496 /1 /-
1214 1170 !-
Des Ld: 45.00 Mean Height: 19.67 it WAVE
Creep Factor. 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 fist
p MaxC CST: 0.817
ax
B Big Width = .0
Min Reg = .
Load Duration: 1.25 BCDL: 3.0 psi
O erg Width = 4.0
Min Reg = .8
3
Spacing: 24.0" MWFRS Parallel Dist: It to 2h Max BC CST: 0.969
M Big Width =-
Min Reg = -
C8C Dist a: 5.37 it Max Web CSI: 0.998
Bearings B R 0 are a rigid surface.
Loc. from endwall: not in 13.00 it Wgt: 330.4 lbs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20
Chords Tens.Comp.
Chords Tens. Comp.
Lumber Additional Notes
A - B 61 0
G - H 452 -627
Top chord 2x4 SP #2 :T5, T6 2x4 SP M-30: Negative reaction(s) of -368# MAX. from anon -wind
B - C 1 -
H - I 04-171
Sot chord 2x4 SP #2 :B3, B4 2x4 SP M-30: load Case requires uplift Connection. See Maximum
:B6 2x4 SP 2400f-2.0E: Reactions.
C- D 1585 85 -384840 0
I -J 1044 -210
Webs 2x4 SP#3:W122x4 SP#2: WARNING: Furnish a copy of this DWG to the
D-E 1274-2998
J-K 1938 -625
installation contractor. Special care must be taken
Bracing
E - F 1070 -2617
F-G 402 -812
K - L 1374 -414
L-M 1236 -597
during handling, shipping and installation of trusses.
(a) Continuous lateral restraint equally spaced on See 'WARNING"note below.
member.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens, Comp.
Plating Notes
All plates are 5X6 except as noted.
8-W 2418-1040
R-C) 244 -175W
- V 2507 -1078
Q - P 244 -175
Purlins
V-U 2924-1123
P-O 875 -1647
In lieu of panels of rigid ceiling use pudins
U - T 3595 -1375
O - N 693 -1383
to laterally brace chords
y brans c follows:
T- S 1835 -.584
N - M 475 -1103
Chord Spacing(in oc) Stari(ft) End(ft)
c)
S - R 1753 -557
TC 24 7.00 10.00
TC 24 23.54 33.12
Maximum Web Farces
Per Ply (Ibs)
BC 30 0.15 2.67
Webs Tens.Comp.
Webs Tens. Camp.
BC 25 2.67 4.67
BC 108 4.67 13.71
C - W 403 -862
G - R 172 -306
BC 25 13.71 15.71
C-V 1138 -417
R-H 1318 -544
BC 54 15.71 53.64
V - D 787 -363
H - P 767 -1752
Apply pudins to any chords above or below fillers
D - U 581 -221
P -1 238 -651
at 24' OC unless shown otherwise above.
U - E 390 -782
P - J 2352 -908
Hangers l Ties
E-T 704-1459
J-O 1153 -2833
T-F 1496 -571
O-K 373 -823
(J) Hanger Support Required, by others
S - F 206 -516
K - N 640 - 248
Wind
F-R 674-1356
N-L 381 -650
Wind loads based on MWFRS with additional CSC
member design.
"•WARNING• Please thoroughly review the -A-1 ROOF TRUSSES(SELLER"). GENERAL TERMS and COND-IONS CUSTOMER(-BUVEW) ACKNOWLEDGMENT' form.
Verily design parameters and read notes on this Truss Design Drawing (too) and the Anthony T. Tombe, III, P.E. Reform¢e Sheet before use. Unless otherwise slated on the TDD, only Arpin
mnne rplatesshallbeusedfonM1e TDDdobevaud. Asa Truss Design Engineering (i.e. genially Engineer), the seal many Too repmsents an acceptai the
professional enginaam
neap -
responsibilityforthedesignoffiresingleTrussdepinedontheTDoonly, under TPli The design assumptions, loading conditions, suitability and use of this Truss for
any Building is the
NL.=Ad
L/ MTRUSSES
Building is the responsibility of the Center, the Owner's authorized agent or the Building Deogmr, in the contest of the IRC, the 18C,Iwal building code and TPl-1. TheapPmvaloflM
.. .•.e
responsiuldyof the Owner, me Dener'samherized agent or the Building Designee in me ranted of the lRC. me IBC, low building rode and TPI-1. Theapproval ofthe
ind
TDD and anyfiele pnthon
y T. Tombo ill, P.E.
use aided Truss, ing handling,sdem., installation and burring shall be fee responsilubty olthe Building Designeraal Conbadof. gllndes set oulin the TDD and Ne practices and
guidelines ofthe Building Component Safety Infonnalim fBSCI) puNlSbed byTPl and SBCAam referenrad inegemral p0mah. TPI-ldefrcsMereeponsiblliuesanddutisofthe Truss
980083
Designer, Truss Design Engineer and Truss Manufacturer, unless othennee defend by a Conrad agreed upon in wdfing by all parties hoemed. TheTrushomign Ergineeris
NOTNe Buildi
4451 St. Lucie Blvd.
D.9 MTruxc System Emim:erol anyluiWno AIIUWtaured lem,s are as defmM in TPI-1.
nrLP,ielce.Ff Z4-g46-,
Job Truss Truss Type Qry Ply 03/05r2019
75043 I A28 I SPEC 11 11 3071
i 91 )-3'T 96's
186.8
(44
SEAT PLATE REq. 2
35'6' 187'
m1w I
Loading Criteria (psfi Wind Criteria
Code / Mist; Criteria De8ICS1 Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Sld: ASCE 7-10
Code: FBC 2017 RES PP Deflection in loc L/de0 LJ#
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014 VERT(LL): 0266 F 999 360
Loc R+ / R- 1 Rh
I Rw
/ U l RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes VERT(CL): 0.427 F 994 240
B 1472 /- /-
1683
1168 /242
BCDL: 5.00 Risk Category: II
FT/RT:10(0)/10(10) HORZ(LL): 0.083 Q - -
P 3557 A /-
11256 1400 P
EXP: B KA: NA
Plate Type(s): HORZ(TL): 0.136 Q - -
M 483 /-352 /-
1204
1164 /-
Des Ld: 45.00 Mean Height: 19.67 ft
WAVE, HS Creep Factor. 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.619
B Brg Width = 8.0
.Min Req = 1.7
Load Duration: 1.25 BCDL: 3.0 sf
P
P Brg Width
Min Req3.8
Spacing: 24.0' MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.996
M Brg Width =- -
Min Req
= -
C8C Dist a: 5.37 it
Max Web CSI: 0.978
Bearings B & P are a rigid surface.
Loc. from endwall: not in 13.00 it Wgl: 316.41bs
Bearing B requires a seat
plate.
GCpi: 0.18
Maximum Top Chord Forces Per
Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.01A.0205.20
Chords Tens.Comp.
Chords
Tens. Comp.
Lumber
Additional Notes
A - B 61 0
G - H
-1-56
Top Chord 2x4 SP 42 :T4, T5, T6 2x4 SP M-30:
Negative reaction(s) of -352# MAX. from a non -wind
B - C 1676 -3926
H -
226 -56
226
Bot chord 2x4 SP 42 :B3 2x4 SP M-30:
load case requires uplift connection. See Maximum
C-D 1181-3926
I-J
-56
Webs 2x4 SP#3:W132x4 SP#2:
Reactions,
D - E 1181 -2763
J - K
979 645
1979 -645
Bracing
WARNING: Furnish a copy of this DWG to the
E - F 1150 -252B
K - L
1283 -337
installation contractor. Special Care must be taken
F - G 1122 -2566
L - M
1160 -616
(a) Continuous lateral restraint equally spaced on
during handling, shipping and installation of trusses.
member.
See'WARNING" note below.
Maximum Bol Chord Forces Per
Ply (Ibs)
Plating Notes
-
Chords Tens.Comp.
Chords
Tens. Comp.
All plates are 5X6 except as noted.
B - W 2342 -973
R - Q
884 -152
Pudins
W-V 2429-1008
Q-P
872 -1618
V - U 3526 -1495
P - O
619 -1289
In lieu of structural panels or rigid ceiling use pudins
U - T 2807 -1061
O - N
619 -1289
to laterally brace chords as follows:
T - S 1779 -603
N - M
499 -1035
Chord Spacing(in oc) Stettin) End(ft)
TC 24 9.00 12.00
_ -
S-R 1701 -575
TC 24 21.54 35.12
BC 30 0.15 2.67
Maximum Web Farces
Per Ply (Ibs)
BC 25 2.67 4.67
Webs Tens.Comp.
Webs
Tens. Camp.
BC 108 4.67 13.71
-
BC 25 13.71 15.71
C-W 362 -824
G-R
579 -1118
BC 55 15.71 53.54
C - V 1340 -581
H - R
825 -353
Apply pudins to any chords above or below fillers
V - D 509 -171
H - Q
581 -1325
at 24' OC unless shown otherwise above.
D - U 557 -1087 _
1-0
340 -642
E-U 717 -268
Q-J
2266 -975
Hangers l Ties
U - F 220 -414
J - P
1201 -2858
(J) Hanger Support Required, by others
F-T 478 -992
P-K
463 -919 .
T-G 1569 -638
K-N
568 -218
Wind
S-G 204 -499
N-L
343 -563
Wind loads based on MWFRS with additional C&C
member design.
--WARNING^ Please thoroughly review the-A-1ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER CEIUVEW) ACKNOWLEDGMENT" roam.
edty depign parahotors and matl notes on this Truss Design Dmwing(rDD) and the Anthony T. Tombo ill, P.E.Referenm Sheet berom use. Unless alM1elwise stated on the Too. only All
lsitnitty of the Built
TPI-1
a Contract agmetl
The Truss Design
`E A4 ROOF
�TRu55E5
Anthony f. Tombo III, P.E.
# 80083
4451 St: Lucie Blvd.
_'Fort Pierce. FL4996 _
Job I was
75043 A29
I Russ Iype
SPEC
ty Ply U3/U5/2U19 1I
3072
=6X6 =6X6
T12 03X4 E F
T 5�
r =3X6(A75H0570
14X4 D
I�isA B
W B3 V U
X
Q 4 Ee4X4
SEAT LATE RED. 12
2V i 2' 9'0'8 z
Loading Criteria th0
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: II
EXP: B Kzt NA
Des Ld: 45.00
Mean Height: 19.67 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 125
BCDL: 3.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
C&C Dist a:5.37 it
Loc. from endwall: not in 13.01
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2 :T4, T5 2x4 SP M-30:
:T6 2x6 SP 2400f-2.0E:
:T7 2x6 SP #2:
Bot chord 2x4 SP 42 :B3 2x4 SP M-30:
Webs 2x4 SP #3 : W 12 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 5X6 except as noted.
Pudins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stanfill) End(ft)
TC 24 11.00 14.00
TC 24 19.54 37.12
BC 30 0.15 2.67
BC 25 2.67 4.67
BC 99 4.67 13.71
BC 25 13.71 15.71
BC 36 15.71 53.67
Apply pudins to any chords above or below fillers
at 24' CC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
-i lT7" i
ar6X10 11.5X4 �H0710
=4X6
G T4 H 1 T5 J K
W7
/
T S R
N7.5X4 �6X70
- 356'
16'6'8-{
�7X6 T
L to
_4X6(D7)
O
M
Y] P O N 1
r=3X4
.3X6 m4X6 BH.5X4
i182'-1
3T71'8 I
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
Deb/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.264 U 999 360
VERT(CL): 0.417 U 999 240
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- I Rh / Rw / U / RL
B 1480 P /- 1684 /357 1218
FTIRT:10(0)/10(10)
HORZ(LL): 0.086 R - -
0 3521 P /1 /1240 1862 /0
Plate Type(s):
HORZ(TL): 0.138 R - -
M 498 /-336 /- 1202 /157 /-
WAVE, HS
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.764
B Brg Width = 8.0 Min Req = 1.7
Max BC CSI: 0.992
0 Big Width = 4.0 Min Req = 3.8
M Big Width = - Min Req = -
Max Web CSI: 0.817
Beanngs B & 0 are a rigid surface.
t
Wgl: 336.7lbs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 18.02.01 A.020520
Chords Tens.Comp. Chords Tens. Comp.
Additional Notes
Negative reaction(s) of -336# MAX. from a non -wind
load Case requires uplift connection. See Maximum
Reactions.
WARNING: Furnish a copy of this DWG to the
installation contractor. Special rare must be taken
during handling, shipping and installation of trusses.
See "WARNING" note below.
A-B
61 0
G-H
253
-233
B - C
1058 -2615
H - 1
253
-233
C-D
1731 -4022
I-J
253
-233
D-E
1110-2514
J-K
1845
-603
E-F
1115-2310
K-L
1739
-604
F - G
955 -1887
L - M
1179
-578
Maximum Bot Chord Forces Per Ply (Ibs)
Chords
Tens.Cori
Chords
Tens. Comp.
B - X
2339 -963
S - R
1195 -350
X - W
2426 -995
R - 0
1825 -3498
W -V
3639 -1575
0 - P
830 -1502
V - U
2232 -885
P - O
460 -1049
U - T
23a3 -937
O - N
460 -1049
T-S
1193 -350
N-M
461 -1048
Maximum
Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C- X
346 -819
G- S
205 0
C - W
1456 -667
G - R
628 -1341
W - D
492 -133
H - R
357 - 691
D - V
708 -1444
R - J
2413 -1027
E-V
411 -138
J-0
989 -2127
E - U
137 -125
0 - K
702 -1637
U - F
619 -242
K - P
769 - 289
F-T
839-1693
P-L
Safi -1158
T- G
999 -552
L- N
263 0
"WARNING' Pleasetboroughly review the 'A-1 ROOF TRUSSES('SELLER-),GENERAL TERMS and CONDITIONS CUSTOMER (RUYER')ACKNOWLEDGMENT'(orm.
Verify near, earnmelers and read notes on this Tense Design Drawing (TDD) and the Anthony T. Tombo IIr, P.E. Reference Sheet before use. Unless odhervese staled on the TDD, only All
rgnnetlor dates shall he usW Iw the Tnn to tw. valiE_ Asa Inn- nwcion Enninnennn ne. srerialN Fnninearl the send an anv MD ren-ents an-rdanrc of the nmf-inne enoineeri
g
Alf -A-1 ROOF
m IT[USSE5
Anthony T �Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
�.M.Pierce..rl, 34946-,
Job
75043
Truss Truss Type
A30 (SPEC
tY I Ply 10310512019
1
3073
i 13' -i 3'-}16 t 217" -}- 14'6'8 j
T T 2
1 5
t°-3X6(A1) 4X
oon D s )
T1 C a
I B
ISi.A B3
U 05X6
l D a5X6
4 L 4
12
SEAT PLATE REQ.
2'8(i ' 9'0"89'0"8
H
Loading Criteria(pq
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: 11
EXP: B Kzt NA
Des Ld: 45.00
Mean Height: 19.67 it
NCSCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL 3.0 psf
Spacing: 24.0"
MWFRS Parallel Dist:h/2 to
C&C Dist ac.5.37 it
Loc. from endwall: not in 13.01
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 :T1, T3, T4 2x4 SP #2:
got chord 2x4 SP #2 :B3 2x4 SP M-30:
:B4 2x4 SP 240Gf--2.0E:
Webs 2x4 SP #3:W11 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling
use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(fl)
End(fi)
TC 24 13.00
16.00
TC 24 17.54
39.12
BC 30 0.15
2.67
BC 25 2.67
4.67
BC 95 4.67
13.71
BC 25 13.71
15.71
BC 52 15.71
53.54
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
%7X6(R)
a5X6_5X70(SRS)
T4 G
E T3 F
RS
S
R
=5X6
35'6' -
, 2' ,
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sit: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
191.5X4 =5X6 se5X6
Ill
H I J K
D
O N
=6X10 C zgX6=4X6
37'11.8-
- 53Y
DeflICS1 Criteria
PP Defection in loc Udell L /#
VERT(LL): 0.260 D 999 361
VERT(CL): 0.408 D 999 241
HORZ(LL): 0.094 Q - -
HORZ(TL): 0.149 Q - -
Creep Factor: 2.0
Max TC CSI: 0.817
Max BC CSI: 0.977
Max Web CSI: 0.839
Wgt: 299.6 Ibs
VIEW Ver. 18.02.01A.0205.20
Additional Notes
Negative reaction(s) of-281# MAX, from a non -wind
load case requires uplift connection. See Maximum
Reactions.
WARNING: Furnish a copy of this DWG to the
installation contractor. Special Care must be taken
during handling, shipping and installation of trusses.
See'WARNING" note below.
®,.5X4
L =3X6(A1)
M
Fll
-18`y
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
8 1519 /- A 1699 1367 1196
P 3418 /- A /1188 1847 /-
M 527 /-281 /- 1214 1143 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
P Brg Width = 4.0 Min Req = 3.7
M Brg Width =- Min Req = -
Bearings B & P are a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 G-H 391 -689
B - C 1029 -2687 H - 1 - 391 -689
C - D 1701 -4251 1-1 391 -689
D - E 983 -2322 J - K 1835 -566
E-F 996-2064 K-L 1OW -413
F-G 920-1866 L-M 1003 -695
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - U
2400 -.901
Q - P
838
-1732
U-T
r2492 -927
P-0
619
-1216
T-S
3873-1537
O-N
619
-1216
S-R
1831 -605
N-M
564
-887
R-Q
1591 -504
Maximum Web Forces Per Ply (Ibs) -
Webs Tens.Comp. Webs Tens. Comp
C-U
309 -849
G-Q
529
-1167
C-T
1636 -682
H-Q
40.3
-784
T-D
501 -88
Q-J
2723
-1098
D-S
828-1ti68
J-P
958
-2150
E-S
280 -53
P-K
582
-1367
S-F
764 -341
K-N
932
-404
R - F
555 -1205
N - L
397
- 663
R-G
722 -335
"WARNING- Please thoroughly review the-A-1 ROOF TRUSSES(SELLER-). GENERALTERMS and CONDITIONS CUSTOMER rBUyER') ACKNOWLEDGMENT` fl
a6f,design pa2metem and read notes on Nis Truss Design Dmwlag lTDDJ and the Arl T. Tomb, 111, P.E. Reference Sheet before use. Unless othenmoe stated an no, Too. only Air
a Cooled agreed
All
for. All notes set not in On, TIN
TPI-1 defines the responslbilltir
esimdvetl. The Truss peslgn
I
�-A-1 ROOF
12TRr155E5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd- .
Job Truss Truss Type Qty I Ply 03/05/2019 3074
75043 A31 HIPS 1 1 1,
f 1T68
1
T5
N�3X6(At)
e
to
B
alA
287 -i-- 12'6"8 -�
=SX6 �3X8 =4X6 =4X6 0I1.5X4 =4X4
E F G H
J
�_5X8
K 101.5X4
'
ON
A
&L
IN
MAJA
1AA
11
-
i
k
AM
X T S Q
12 =5X6_5X6 5X10
S ATSX�X� E REQ.
30'2'
2f W 1 2' 0'8 -} 2 { 3T71.8
H
53'8•
Loading Criteria (Pap
Wind Criteria
Code / Misc Criteria
Deb/CSI Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code:FBC 2017 RES
PP Defection in loc Udell L1#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.154 V 999 36(
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.257 V 999 24(
BCDL: 5.00
Risk Category: II
FT/RT:10(0)/10(10)
HDRZ(LL): 0.062 N - -
EXP: B Kzt NA
Plate Type(s):
HORZ(TL): 0.103 R - -
Des Ld: 45.00
Mean Height: 19.67 it
WAVE
NCBCLL: 10.00
TCOL:,5.0 psf
Creep Factor. 2.0
Load Duration: 1.25
BCDL: 3.0'psf
Max TC CSI: 0.801
Spacing: 24.0"
MWFRS Parallel Dist: h/2 to It
Max BC CSI: 0.992
C&C Dist a: 5.37 it
Max Web CSI: 0.979
Loc. from endwall: not in 13.00
It
Wgt: 305.2 Ibs
GCpi: 0.18
VIEW Ver. 18.02.01A.0205.20
Wind Duration: 1.60
Lumber
Additional Notes
Top chord 2x4 SP M-30:T3 2x4 SP #2:
WARNING: Furnish a copy of this DWG to the
But chord 2x4 SP #2
installation contractor. Special care must be taken
Webs 2x4 SP #3
during handling, shipping and installation of trusses.
See 'WARNING" note below.
Bracing
(a) Continuous lateral
restraint equally spaced on
member.
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord
Spacing(in oc)
Start(ft)
End(8)
TC
24
12.54
41.12
BC
30
0.15
2.67
BC
25
2.67
4.67
BC
88
4.67
13.71
BC
25
13.71
15.71
BC
74
15.71
53.54
Apply pudins
to any chords above or below fillers
at 24" OC
unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
L T3 =3X6(Al) T
io
M m
P O N
=4X6 L
1111.5X4
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- I Rh l Rw l U I RL
e 1281 /- /- /592 1298 1173
R 3239 1- P /1126 /811 /-
M 832 /- P /359 /153 1-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
R Brg Width = 4.0 Min Req = 3.8
M Brg Width= - Min Req= -
Bearings B & R are a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 G-H 1922 -621
B-C 728-2138 H-I 1922 -621
C - D 1260 -3370 I - J 1922 -621
D-E 785-2108 J-K 874 -87
E - F 636 -1428 K - L 570 -1508
F-G 324 -321 L-M 440 -1529
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-X
1896 -615
S-R
282
-346
X -W
1966 -637
R- Q
382
-903
W - V
3087 -1125
Q - P
633
-407
V - U
1471 -397
P - O
632
-408
U - T
1222 -263
O - N
632
-408
T-S
1170 -249
N-M
1337
-337
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-X
225 -647
S-G
788
-247
C-W
1314 -544
G-R
931
-2344
W-D
362 -58
I-R
254
-510
D - V
631 -1324
R - J
726
-1782
V-E
603 -217
J-Q
815
-296
E - U
172 -250
Q - K
465
-1087
U-F
631 -257
P-K
161
0
T-F
110 -327
K-N
919
-463
F - S
493 -1492
N - L
332
- 52B
review -WARNING" Please thoroughly the-A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER(-6UVER-) ACKNOWLEDGMENT" roan.
'arty design parameters and mad notes on this Truss Desgn Coming (Tom and the Anthony T: Tornbe, Ill, P.E. Reference Sheet before use. use. Unless othe,wse stated on the Too. only Ali
connector
to
in
kFalbuimbwrndeane Wl-1. The
oftm Bugdinp Deslgnerand Comrador. F
net ag edufor geeing by all
TPI-1
acl agreed upon in writing by all Parties inv
is
E
�A-t ROOF
TRUSSigg
_11-
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job
75043
Truss Truss Type Qty Ply 03/05/2019
A32 HIPS I 1 I 1 3075
u
f----- IU6'8 -} 39'3" -1 - X10"a -{
ei =3X4 =5X8 N1.5X4 =5X6 =3X4 =SX6
12 a41.5X4 D E F G R H
T4
101.SX4
J
K T
Ior
or
N
M 04 L
'44
V
1
Me,
B1 S - —
-R Q P
�O N
er
=3X4
=3X4
=4X6 =3X4
m5X70 =3X4
SPAT PLATE REQ.
30'2"
X
538'
Loading Criteria hiso
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 30.00
Wind Sid: ASCE 7-10
Code: FBC 2017 RES
PP Defiecfion in loc L/de0 LI#
TCDL: 10.00
Speed: 160 mph
TPI Sul: 2014
VERT(LL): 0.125 S 999 361
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.202 S 999 241
BCDL: 5.00
Risk Category: II
FTlRT:10(0)/10(10)
HORZ(LL): 0.046 L - -
EXP: B Kzl: NA
Plate Type(s):
HORZ(TL): 0.069 L - -
Des Ld: 45.00
Mean Height: 19.67 ft
WAVE
Creep Factor: 2.
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0 681
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: h/2 to ItMax
BC CSI: 0.684
C&C Dist a: 5.37 ft
Max Web CSI: 0.790
Loc. from endwall: not in 6.50
Wgt: 296.8 lbs
GCpi: 0.18
VIEW Ver. 18.02.01A.0205.20
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T3, T4 2x4 SP M-30:
Bot chord 2x4 SP #2 :131 2x4 SP M-30:
:B4 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use puffinsto
laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 10.54 49.79
BC 75 0.15 53.67
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special rare must be taken
during handling, shipping and installation of trusses.
See "WARNING" note below.
�5X6 I�f14X6(R)
23'6"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1340 /- A /612 /309 /141
O 3041 /- I- 11073 7789 !-
L 905 /- A 1314 1175 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.6
O Brg Width = 4.0 Min Req = 3.6
L Brg Width= - Min Req= -
Bearings B & O are a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 F-G 1677 .-665
B - C 901 - 2326 G - H 1677 -665
C-D ' 705-1850 H-1 620 -566
D-E 589-1516 I-J 352 -1082
E-F 146 -517 J-K 66 -79
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - S 2073 -900 P - O 467 -171
S-R 1641 -609 O-N 538 -647
R-Q 1641 -609 N-M 1097 -254
Q-P 1506 -482 M-L 618 -210
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
322 -480
O - H
802
-1933
D-S
352 -75
H-N
593
-210
D-0
149 -232
N-1
426
-938
Q - E
257 -54
I - M
185
- 230
E - P
568 -1304
M - J
568
-149
P-F
821 -287
J-L
316
-916
F - O
939 -2307
K - L
126
-169
G-O
269 -543
^WARDING' Please ihorwghly review ihe'A-1 ROOF TRUSSES( -SELLER'): GENERAL TERMS and CONDMONSCUSTOMM(-BUYEW)ACKNOWLEDGMENPfomt.
Vasty eaagn paranneleis and read notes on this Truss Design Drewing(TDD)andthe Anlhony T. Tombo ill, P.E. Reference SM1eet before use. DNeas othervnse slated on Ne TDD, only AIF
nnMm pates shall be used far the TDD b M valid Asa Truss Design Engiueen g g a. Spedally Erginsrn. the said an airy TDD represents an.coo earce otg,e professional engineed
tesponstalgy for the design N the single Truss d.,hase on the TDD only,.,dertPIA. The design asaurepliane, loon ing conditions, suitability and use of this Truss for any guiding is Pe
Building is tM1e reeponsital y of the Owner, the Domeier au hodze 1 agent or the Building Designer, In the cente[l of the IRC, Na IBC, least building rode and TPI-. The approval."..,
tes ensibiflly of the Owner. 0e Owaae. rutMdzed.aent error guJdirw Designer, in the context o(Ne IRC. Nil 1841om1 builtlinp cetla antl TPI-1. The approval of the TDD aM any f Itl
:referencedforgeneralguidanae. TPI-ltlefines Ne responsibifieesane duties otthe truss
wt agreed argon in writing by all partner immlved. The Truss Design Engineer is NOT the Build
re rvnitihNM.w�X,n,IlM.wuw _mmwam.M A.1 RnKrn nws MwmvS-Snmm Ilt.n F r,_«__
�A-1 RODF
�Tgp5$E5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
__FSjjt Pieice..FJ_ 349g6
Job I MSS I was I ype Qty I Ply 03/0512019
75043 A33 HIPS 1 1 3ms
�9. i
c,7X8
12
T s c
o mppl"l
1s, dal„ Q
1111.5X4
SEAT PLATE REQ.
3X4 =5X8
D E
- 474•
2'4'
101.5X4
E5X6
si X4
"X6
101.5X4
F
G
H
1 T5
1=j=j�I
1
aK
M
L
B4
1`RN
siI
=3X4
=5X6
014X6(R)
I ffiqlOw
iffiql3m
P O
=5X6 =3X4
2S6'
Loading Criteria (pap Wind Criteria
Code I Misc Criteria
DefI/CS1 Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP DeBection in loc
L/de8 L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.143 P
999 360 Loc R+ / R- ! Rh / Rw / U / RL
BOLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.236 P
999 240 B 1363 /- /- 1610 1319 /135
BCDL: 6-00 Risk Category: II
Ff/RT:10(0)/10(10)
HORZ(LL): 0.058 K
- - N 2994 /- I- /1042 /768 /-
EXP: B KzC NA
Plate Type(s):
HORZ(TL): 0.088 K
- - K 909 /- 1- /296 /188 /-
Des Ld: 45.00 Mean Height: 19.67 It
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
psf
NCBLoad ton: TCDL:
Max TC CSI: 0.750
B Big Width = 8.0 Min Req = 1.6
3.0
Du:
Load Duration: 1.25 BCDL: 3.0 psf
N Big Width = 4.0 Min Req = 3.5
Spacing: 24.0 " MWFRS Parallel hl2 to h
Max CSI: 0.
K Big Width = - Min Req = -
It
C$C Dist a: 5.37 ft
Max Web CSI: 0.925 925
We
Bearings B & N are a rigid surface.
Loc. from endwall: not in 6.50
Wg[: 278.61bs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 61 0 F-G 1782 -685
Top chord 2x4 SP :T5 2x4 SP
B - C 819 -2207 G - H 537 -773
Bat chord 2x4 SP #2:13 :84 2x4 SP M-30:
0:
Webs 2x4 SP d3
We
C - D 750 -1959 H -1 429 -1280
D-E 258 -888 I-J 36 -47
Bracing
_ E-F 1782 -685
(a) Continuous lateral restraint equally spaced on
member.
Maximum Bat Chord Forces Per Ply (Ibs)
"
Chords Tens.Comp. Chords Tens. Comp.
Purlins
In lieu structural panels or rigid ceiling use puriins
B-Q 1921 -790 N-M 745 -564
l
to laterally bracechordsc) follows:
c
Q - P 1925 -789 M - L 1307 -380
Chord Spacing(in oc) Sl9.00 Entl(3
P-O 1955 -688 L-K 481 -181
TC 24 9.00 51.33
O-N 836 -179
BC 75 0.15 53.67
Apply pudins to any chords above or below fillers
Maximum Web Forces Per Ply (Ibs)
at 24' OC unless shown otherwise above.
Webs Tens.Comp. Webs Tens. Camp.
Hangers/Ties
C-Q 260 0 F-N 290 -586
(J) Hanger Support Required, by others
C - P 114 -137 G - M , 533 -153
P-D 214 -8 M-H 399 -907
Wind
0-0 567-1338 H-L 160 -354
Wind loads based on MWFRS with additional C&C
O-E 727 -234 L-I 915 -214
member design.
E-N 1058-2640 I-K 347 -901
Right end vertical not exposed to wind pressure.
N - G 872 -2183 J - K 72 -101
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special rare must be taken
during handling, shipping and installation of trusses.
Bee "WARNING" note below.
-NARNING- Please thoroughly review the-A-1ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENI- home.
Verify design reversers and read notes on this Truss Design Dmwing(Too) and the Anthony T. TomM III, PE. Reference Shear Wolohan. Unlessothenerse stated on the TDD, only Ali
connector plates shall be usetl for the TDD m be valid: As a Truss Design Engineering (i.e. Spedalty Engineer), the seal many TDD represents an accephanoe of Me pmal fessionengineer
neaeonsibiLry for the lesion of sinole Truss earned on the TDD only. under TPI-1. Thpdastn—SternMns Inarlinnmvininnc auitaM1ilievaM uw nnM1ic Tmcc fnrwnv Ruildinn is tha
use of the Truss, including handling, savage, installation and bmclng shall he the responsibility of the abiding Designer and Cvotrador. All notes set out in Ne TDI
guidelines of the Building Component safety lnfonmativn(BSCI) Whlishet by TPI and SBCA are referenoed for general guidams. TPI-tdennes0erespansibiliaie
Designer, Truss Design Engineer and Truss Marefadua r, unless oahenass defined by a Contract agreed arson in wngng by all Bodies involved. The Truss Design
�oA-1 RDgE
�Tgt155E5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job Truss Truss Type City Ply 03/05/2019 3077
75043 A34 I HIPS 11 I 1
i 7 -} 464"
12
5
=3 6(At)
Tl
B
a A
SEAT PLATE REG.
2'
Loading Criteria (psq
TCLL: 30.00
TCDL: 10.00
BOLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
sa5X8 =3X4 =5X8 I111.5X4 =6X6 =3X4
C D E F U G H
I�I\I�I
P O N
101.5X4 =5X6 =4)(4
30'2"
Wind Criteria
Wind Std: ASCE 7-10
Speed: IGO mph
Enclosure: Closed
Risk Category: 11
EXP: B Kzb NA
Mean Height: 1967.it
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 5.37 it
Loc. from endwall: not in 6.50'
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 :T1 2x4 SP #2:
:T3 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W3 2x4 SP M-30:
: W4 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:'
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 53.67
BC 75 0.15 53.67
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of trusses.
See'WARNING" note below.
Code I Misc Criteria
Code: F8C 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT1RT:10(0)110(10)
Plate Type(s):
WAVE
n L
�X10 =3X4
53'8"
DeflICSI Criteria
PP Deflection in loc L/deg L/#
VERT(LL): 0.224 D 999 36(
VERT(CL): 0.375 D 965 241
HORZ(LL): 0.067 J - -
HORZ(TL): 0.102 J - -
Creep Factor. 2.0
Max TC CSI: 0.723
Max BC CSI: 0.794
Max Web CSI: 0.907
Wgt: 256.2lbs
VIEW Ver. 18.02.01A.0205.20
K
=4X4 -r T
=5X6 ri lRSX6
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1356 /- /- 1587 1319 /140
M 3046 1- 1- /1050 7778 I-
J 861 /- P /251 /204 1-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.6
M Big Width = 4.0 Min Req = 3.6
J Big Width= - Min Req= -
Bearings B & M are a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 61 0 E - F 2474 -975
B - C 872 -2337 F - G 2474 -975
C - D 950 -2599 G - H 713 -1009
D - E 327 -1265 H -1 452 -1521
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - P 2069 -881 M - L 980 -748
P - O 2073 -879 L - K 1569 -473
O-N 2611 -959 K-J 32 -14
N - M 1205 -307
Maximum Web Forces Per Ply (Ibs)
Webs
P O N
101.5X4 =5X6 =4)(4
30'2"
Wind Criteria
Wind Std: ASCE 7-10
Speed: IGO mph
Enclosure: Closed
Risk Category: 11
EXP: B Kzb NA
Mean Height: 1967.it
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 5.37 it
Loc. from endwall: not in 6.50'
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 :T1 2x4 SP #2:
:T3 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W3 2x4 SP M-30:
: W4 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:'
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 53.67
BC 75 0.15 53.67
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of trusses.
See'WARNING" note below.
Code I Misc Criteria
Code: F8C 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT1RT:10(0)110(10)
Plate Type(s):
WAVE
n L
�X10 =3X4
53'8"
DeflICSI Criteria
PP Deflection in loc L/deg L/#
VERT(LL): 0.224 D 999 36(
VERT(CL): 0.375 D 965 241
HORZ(LL): 0.067 J - -
HORZ(TL): 0.102 J - -
Creep Factor. 2.0
Max TC CSI: 0.723
Max BC CSI: 0.794
Max Web CSI: 0.907
Wgt: 256.2lbs
VIEW Ver. 18.02.01A.0205.20
K
=4X4 -r T
=5X6 ri lRSX6
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1356 /- /- 1587 1319 /140
M 3046 1- 1- /1050 7778 I-
J 861 /- P /251 /204 1-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.6
M Big Width = 4.0 Min Req = 3.6
J Big Width= - Min Req= -
Bearings B & M are a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 61 0 E - F 2474 -975
B - C 872 -2337 F - G 2474 -975
C - D 950 -2599 G - H 713 -1009
D - E 327 -1265 H -1 452 -1521
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - P 2069 -881 M - L 980 -748
P - O 2073 -879 L - K 1569 -473
O-N 2611 -959 K-J 32 -14
N - M 1205 -307
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C-P
225 0
F-M
322
-651
C-O
563 -216
G-L
450
-115
O-D
152 -126
L-H
441
-1024
D -N
687-1614
H-K
221
-491
N - E
672 -205
K -1
1595
-468
E-M
1376-3485
I-J
319
-826
M-G
1103-2842
—WARNING^ Please thoroughly review the-A-1ROOF TRUSSES(-SELLER�), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOVJLEDGMENT- form.
'e ify design parameters and read Was on this Truss Design Drawing (Tom and the ANhonyT. Torino III, P.E. Reference Sheet before use. Unless otherwise staled on the TDD, nor Air
ennector plates shall be used forthe TOO to be valid. As a Thus, Design Engineering I.e. Spacally Engineer), the seal on any Tc DD represents an aeptanra of the pmfersioral engineen
nponsiolhty for the design of single Truss depotetl on the TDD only, under TPI-1. The design assumptions, loading cendi0ons, suitability and use of this Truss per any Building is the
a
RA-1 ROOF
€TRUSSES
Anthony T.Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job
Truss
Truss Type
Qty
Ply
03/05/2019
3728
75043
A35
HIPM
1
2
I
46# 155#
155#
155# 155#
155#
155# 155# 155#
155#
155#
155#
155#
17g#
155#
15 155# 15 1
1 1
1
15
15 15
1
Oi6'0'6i
1-
2'
2' 2' { 2' { 2' { 2' 2' { 2'
2' { 2' 2' i 2' 2' { 2'
t
2' {
2'
Z i 2'
2' V '7 4
F-- S -
488'
�6X6
=4X6 =5X6
=6X10
®1.SX4
=5X8
=5X6
�4X4
115X6(R)
12
=H0510
C
D E
F
T3 GH a
I
J
K
L
T1
h
B
WS
J W6
a t N
x A
o
T
111.5X4
S Bra
=6X6
R
=4X8
Q �83
=4X6 =7X10
O
=5X6
N
W5X6(R)
M
)W� 113X6
SEAT PLATE REC.
30'2"
23'6'
�- 5'0'6 -j i i i i i i i i i i 1 i 4 i ♦ i i i i i i i i
159# 66# 66# 66# 66# 66# 66# 66# 66# 66# 66# 66# 664 66# 66# 66# 66# 66# 66# 66# 66# 66# 66# Ed 66#
Loading Criteria (Port Wind Criteria
TCLL: 30.00 Wind Sld: ASCE 7-10
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 5.00 Risk Category: 11
EXP: B Kzt NA
Des Ld: 45.00 Mean Height: 19.67 it
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 3.0 psf
Spacing: 24.0MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 5.37 8
Loc. from endwall: not in 6.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2 :T1 2x4 SP #2:
:T3, T4 2x6 SP 2400f-2.0E:
Bat chord 2x4 SP 42:132, B3 2x4 SP M-30:
Webs 2x4 SP #3 :W5 2x6 SP 42:
: W6 2x4 SP M-30:
:W72x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bat Chord: 1 Row @12.00" D.C.
Webs : 1 Row @ 4" D.C.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Special Loads
-(Lumber Our.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 82 pit at -2.00 to 82 plf at 53.67
BC: From 10 pit at 0.00 to 10 plf at 53.67
TC: 46lb Cone. Load at 5.00
TC: 178 lb Cone. Load at 5.03
TC: 155lb Cone. Load at 7.06, 9.06,11.06,13.06
15.06,17.06,19.06,21.06,23.06,25.06,27.06,29.06
31.06,33.06,35.06,37.06,39.06,41.06,43.06,45.06
47.06,49.06,51.06,52.06
BC: 159lb Cone. Load at 5.03
BC: 66lb Cone. Load at 7.06, 9.06,11.06,13.06
15.06,17.06,19.06,21.06,23.06,25.06,27.06,29.06
31.06,33.06,35.06,37.06.39.06,41.06 43.06,45.06
47.06,49.06,51.06,52.06
Code / Mist; Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
•'VVARNING-' Please thoroughly review the-A-1ROOF TRUSSES
use for Ne Too to be M. Asa Tt
In of the single Tress depicted on the
Deb/CSI Criteria
PP Deflection in fee L/defl L/#
VERT(LL): 0.426 D 846 361
sl`8RT(CL): 0.671 D 537 241
HORZ(LL): 0.088 M - -
HORZ(TL): 0.132 M - -
Creep Factor. 2.0
Max TC CSI: 0.976
Max BC CSI: 0.895
Max Web CSI: 0.972
Wgt: 574.0 Ibs
VIEW Ver. 18.02.01A.0205.20
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 5.00 53.67
BC 120 0.15 53.67
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the
installation contractor. Special care must be taken
during handling, shipping and installation of trusses.
See "WARNING" note below.
A Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 2405 /- A 1560 1615 1107
P 6768 A A 11046 11599 /-
M 1793 /- /- 1250 /387 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
P Brg Width = 4.0 Min Req = 3.6
M Brg Width= - Min Req= -
Bearings B & P are a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 31 -11 G-H 3866 -920
B - C 633 -2608 H -1 3866 -920
C-D 896-3915 1-1 378 -836
D - E 352 -1827 J - K 378 - 836
E - F 352 -1827 K - L 423 -2093
F - G 3866 -920
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-T 2380 -575 Q-P 1668 -326
T-S 2370 -576 P-0 764 -454
S-R 3941 -910 O-N 2144 -442
R-Q 1668 -326 N-M 36 -6
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
T-C
153 0
P-1
995 -4194
C-S
1591 -329
1-0
585 -84
S - D
102 -199
O - K
403 -1650
D-R
576-2316
K-N
135 -358
R - F
759 -121
N - L
2127 -432
F-P
1285-5366
L-M
201 -820
G - P
243 -776
.LER-). GENERAL TERMS antl CONDITIONS CUSTOMER ("BUYER-) ACKNOWLEDGMENT- form.
the Anthony T. Tombo ill, P.E. Reference Sheet before use. Unless othewise stated on the MD. only At
Ovmers authorized agent or the Buildino Deana, in
othervnse defined
- ere es defined
he coned of the IRC. the IBC, local building rude ai
meibilty of the Binding Designer and! Conoader. A
SBCAarereferencedforgenerulguldance. TPI.
e Contract agreed upon in veiling by all Rams inyt
TPI-1
innv-I.,m,.k v,,nndwltlnwltNVYi,nin.eTn '
and use of this Trues for any Building Is the
IingoodeaMTPI-1. The ..... .left"
7I-1. The approval ofthe MD and any Geld
Iles selout in the Mfl and Ibe prectioes antl
nes the rosponsaliges and dares of the Thus
L. The Tmss Design Engineer is NOT Ne Bu
,"090L A-1 RUnP
t=TRU55E5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd-
e Tmmt�c'FnvnvTnT,vnM.li1.9.E���=-� �H
ra
Job Truss
75043 A36
Truss Type
HIPS
City I y 103/0512019 Z
3732
136pzp 210#+ 210#` IW
I-� z-(-17?4 1T4 y- r 21F14
®a%8(R) e1.5x4 oiTxa
C
0
E
2
2
T
T
5
Ta4x10(A7R
B
F,4X10(MR)
I�
A K
I H
4)
m3%10 a4X10=iM0510 ...LLL
SEATFLATE REn:
BEATP ATE REq.
519 12 28994 996# 1 98- Talln'2# 188527#9 1 498 r483tr4_f1'1
NN
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: ll
EXP: B Kzt: NA
Des Ld: 45.00
Mean Height: 19.67 It
NCBCLL: 10.00
TCDL: 5.0 psi
Load Duration: 1.25
BCDL: 3.0 psi
Spacing: 24.0
MWFRS Parallel Dist: 0 t0 h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bat chord 2x6 SP 2400f-2.OE
Webs 2x4 SP #3
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Sot Chord: 1 Row @ 4.00" D.C.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1) 1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac.=1.25I Plate Dur.Fac. 1.25)
TC: From 82 pit at -2.00 to 82 plf at 21.33
BC: From 10 pit at 0.00 to 10 plf at 21.33
TC: 136 lb Conc. Load at 6.41,14.93
TC: 2101b Conc. Load at 7.06, 9.06,10.67,12.27
14.27
BC: 1793 lb Conc. Load at 5.13
BC: 289 lb Conc. Load at 6.41,14.93
BC: 949 lb Conc. Load at 7.06
BC: 996 lb Conc. Load at 9.06
BC: 992 lb Cone. Load at 10.60
BC: 88 lb Conc. Load at 12.27,14.27
BC: 832 lb Cone. Load at 12.60
BC: 527 lb Conc. Load at 14.60
BC: 498-lb Cone. Load at 16.60
BC: 483 lb Cone. Load at 18.60
BC: 49616 Cone. Load at 2060.
Wind
Wind loads based on MWFRS.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: No
FT/RT:10(0)110(10)
Plate Type(s):
WAVE, HS
DeflICSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.301 D 838 361
VERT(CL): 0.453 D 557 241
HORZ(LL): 0.063 G - -
HORZ(TL): 0.095 G - -
Creep Factor. 2.0
Max TC CSI: 0.913
Max BC CSI: 0.659
Max Web CSI: 0.633
Wgt 221.2lbs
VIEW Ver. 18.02.01A.0205.20
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(fl)
TC 24 6A1 14.93
BC 120 0.15 21.19
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
"WARNING" Please thoroughly review the -A-1 ROOF TRUSSES("SEU.EW), GENERAL
and
and CONDITIONS CUSTOMER (-BUYER-) AC
E. Refereac Sheet before ese. Unless othewise
the seal on any TDO represenla an acrcptanee r
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ I R- I Rh / Rw / U I RL
K 5926 b b 1476 11497 185
F 5832 /- 1- /368 11598 /-
Wind reactions based on MWFRS
K Big Width = 8.0 Min Req = 2.5
F Brg Width =8.0 Min Req=2.4
Bearings.K & F are a rigid surface.
Bearings K & F require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 31 -13 D-E 1757 -7128
B - C 1671 -6766 E - F 1617 -6205
C - D 1757 -7128
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -J 6210 -1528 H G 5757 -1495
J -1 6302 -1548 G - F 5697 -1479
1- H 5757 -1495
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - J
1662 -363
I - E
1609 -307
C - 1
969 -246
G - E
1095 -292
D - I
160 -411
IRhngD IBC, rand pdmgputle aUnotes . TheapaeIDDaneffiopm a npd
iiltling OesgneraM Conlrador. p0 notes sat out in lM1a TOD antl Ne practices antl
or u,agn wrti part.
the raosDibilltiesandtl, t NOT
SO
a upon in writing byall partiesimmtmtl. TM1e Taos Design Ergineer is NOT the Buil
��A-1 ROOF
�TRU55E5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job Truss Truss Type Oty I Ply 03/05/2019 3078
75043 CJ1 I JACK 14 1
Loading Criteria (,di
TCLL: 30.00
TCOL: 10.00
SCLL 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
12
5 � C
2X4(A1) B U-
-T- T
4 N
CO
A D
SEAT PLATE REQ.
i 21 .1 11rr11
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt NA
Mean Height: 19.67 It
TCDL: 5.0 psf
BCDL 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Purling,
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 10 0.15 0.97
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Code I Misc Criteria
Bell Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udell L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 426 P !- 1270 /167 /47
Rep Factors Used: Yes
VERT(CL): NA
FT/RT:10(0)/10(10)
HORZ(LL):-0.001 D - -
D - /-53 P /32 /37 P
Plate Type(s):
HORZ(TL): 0.001 D - -
C - /A25 /- /72 /92 P
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.657
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.076
D Brg Width =1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 7.0 Ibs
Beadng B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 1&02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 B-C 119 -60
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
'-WARNING— Pleasef ,o,,hlyraviewme•;A-I ROOF TRUSSES('SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER('BUr(ER-)ACKNOW-EDGMENT'form.
only design parameters and read notes on the Tmss Design Drawing (MD) and the Anthony T. Tounbo Ill. P.E. Refereree Sheet before use. Unless oNernse stated on tAa TDO, only Al
)nnectorplates shall be used for the Too O be valid Ase Truss Design Engibeeing(ie. Spedalty Engineer). the seal on anv Too mordants an acraintance of the onore,sia'al en.inead
intherantext ofthe IRC,the IBC. Ioral buildirgootle and TPI-t. Theapprovalofthe
the Building
RC, gte lBC.localbuildingwde Mnale-t. Thtinthe alofthethepmOanyrield
for
aMance. o..Menlessat outinure TOO and theps of
he antl
erereed uX. in general guidance. TPInvaernes the responsibilities and er its of thee Bu
1 agreed upon in wrierg by ali part's invoroetl. The Truss Design Engineer is NOT the Bu
A-r Rome
=TRO55E5
Anthony T. Tombo•Ill, P.E.
# 80083
4451 St. Lucie Blvd.
..F.ort:Riewe:-F1. 34946 -r..
a
Job
75043
Truss
CAP
Truss Type
JACK
Oty Ply
4 I1
03/05/2019
3437
Loading Criteria haq
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
got chord 2x4 SP #2
al
T
0
12
5 C
2X4(A1) B
SEAT PLATE REQ.
i 2' is 11 " 11 -ad
Wind Criteria
Wind Std: ASCE7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: ll
EXP: B Kzt: NA
Mean Height: 19.67 it
TCDL: 5.0 psf
BCDL: 3.0 fist
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use pur ins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 10 0.15 0.97
Apply purins to any chards above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to wind.
F
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
201
De0/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL):-0.001 D - -
HORZ(TL): 0.001 D - -
Creep Factor. 2.0
Max TC CSI: 0.657
Max BC CSI: 0.076
Max Web CSI: 0.000
Wgt: 7.0 lbs
VIEW Ver. 18.02.01A.0205.20
11 /
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ !R- /Rh /Rw I /RL
B 426 /- /- 1279 1176 147
D - /-53 P 124 131 1-
C - /-125 /- 169 !94 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seal plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 B-C 117 -60
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
"WARNING" Please thomughiv review the'A-I ROOF TRUSSES ( -SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT - form.
'edN detain oammetersand read notes oa this Truss Design D2 r.frDD1 and the Anthonv T. Teraina III. P.E.Referenra Sheelbeforeuse_ UnlessoNariaastatedonthe TnD. mNAIr
A Confider. NI noes set out in the MD and the pratleas ei
tbance. TPI-ldefinesthemsponsiNtidesaWdulrtsoflheT
hyallpard.hra,ly . The Truss Design Engineeris NOTlhe
� 'A-1 RDOF �'—TRU55E5
Anthony T. Tombo III, P.E.
# 80083
na derinei in
Job
75043
Toss
CJ3
Truss Type
JACK
Qty I Ply
10 1
03/05/2019
3080
Loading Criteria (pail
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0'
Lumber
Top chord 2x4 SP #2
Bol chord 2x4 SP 42
T,
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 19.67 It
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use putting
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 34 0.15 2.97
Apply puriins to any chords above or below fillers
at 24. OC unless shown othenvise above.
Wind
Wind loads based on MWFRS with additional CBC
member design.
SEAT PLATE REQ.
21
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
C
- 21111111 -{
fi
De0/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in too Udell L#f
Gravity Non -Gravity
VERT(LL): NA
Loc R+ ! R- / Rh / Rw / U ! RL
B 365 !- /- 1205 /102 183
VERT(CL): NA
HORZ(LL): 0.001 D - -
D 34 !- 1- 121 !7 !-
HORZ(TL): 0.002 D - -
C 65 !- I- 123 135 !-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.376
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.094
D Big Width =1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width =1.5 Min Req = -
Bearing .B is a rigid surface.
Wgt: 12.6 lbs
Bearing B requires a seal plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 B-C 25 -50
Maximum Rot Chord Farces Per Ply (Ibs)
Chords Tens.Comp.
B-C, 0 0
"WARNING" Please thoroughly review the"A-t ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ( -BUYER -)ACKNOWLEDGMENT' form.
teddy design parametersand real nptes on fins Tmss Design Dawng (rDD) and the Anffir T. Tombo III, P.E. Reference Sheet before use. Unless p0•nuise slatetl on tM1p TDD, only mpi
nXi-mild, for the daedof for thele Tra. evalid AS the Too
ty Engineer), loading conditions,
repreit, and use at tie Thies
any Building
uiis heeedn
aspong Iftyfarthedeagn of thesingle Truss ,&huredonthe TDDordy,ent under TPI-I. Thedesgnassumptions,loadingC, the IBC, suitabbuillind use at the Truss for any Buildingisthe
Iuilding¢dy togponsroryh theber's. adult
tagent or the oul Building
ormera,inte cordeatesignar.tdone RC.Metanteart BC,locf true C; it IBQbcelrel TIngcodeantlph,a,l ThTDD0balof the
se of the dy in lading the Uwoersauthonretlagentor the Building Designer,inthe cpnatl ode BIRC,fieIBC;Ioralbuildingcore aftnotee s The approvalD the TDDandany fold
reef the Truss,inlding handing storage, installation Intl I)Wushall be the road SBCA b of the BuildingDesigner and Contractor. All notes gel out in IM1e TDD Intl [M1e padioes and
uideli er. Fitts Building Component gaiety lnfotmation 1, bo l) published by TPt Intl SaCcul agreed
Moor in anal, bya all
W rs h tleanes the d.,u D,b Ebgd duties of the Tmss
le5gnen Truss Design Engineer of Tmss Manufatlureq unless ometwiae defined by a Conrad agreed upon in witting byall pani s invdved. The Truss Design Ergit�r is NOT Ne Buldi
IeSMnnerVTmss gyctam Ergineer olany WTldi YI.Pp0 op1 tizerl terms ate wsdelrvq in TPFt.
O-'Mt%LI.Mvf�ilnGu�:Oviu`nvT n FPewnTinJvnNTw'r4nnMr�.'mirfm��n i+rNSdMi4uFYV1M1eS.tnnann'2ain NxTRM Tnavw�w.•innvTi'TmsirPlP6.-%.�.-.
�—A-r ROOF
€TRUSSE5
Anthony T'Tombo.Ill, P.E.
# 80083
4451 St. Lucie Blvd.
Job
75043
Truss Truss Type
CJ36 JACK
1ty Ply 103/0512019
3081
Loading Criteria (psf
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL 10.00
Load Duration: 125
Spacing: 24.0"
Lumber
Top chord 2x4 SP #2
Bat chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
=4 1
Wind Criteria
Wind Sld: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: B Kzl: NA
Mean Height: 19.67 It
TCDL: 5.0 pat
BCDL: 3.0 Pat
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 30 0.15 2.97
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Shim all supports to solid bearing.
12
5 r—
SEAT PLATE RED.
R C
Q 4
12
i" 2r8rr
1
i 2r11"11
TT
fV �
) 1 1
Code / Misc Criteria
DeFlICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udell L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.004 E 999 360
Lac R+ / R- / Rh / Rw l U / RL
A 143 !- /- /61 127 /53
Rep Factors Used: Yes
VERT(CL): 0.005 E 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.002 E - -
D 65 !- /- /28 /28 b
Plate Type(s):
HORZ(TL): 0.003 E - -
C 65 /- /- 132 121 !-
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.113
A Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.092
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.038
C Brg Width = 1.5 Min Req = -
Bearing A is a. rigid surface.
Wgt: 12.61hs
Bearing A requires a seal plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01 A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 27 -52 B-C 25 -23
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 5 -6 E-D 20 -22
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-E 67 -44
-'WARNING^ Please thoroughly review Me 'A-1 ROOF TRUSSES('SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER -)ACKNOWLEDGMENT -font.
Vanfy resign parameters and read motes on this Truss Design Da mng (TDD) end the Anthony T. Tamps III, P.E. Re(erenm Sheer before use. Unless oNerwise stated on the TDD, only All
connector dates shall be used br the Too to be valid. As a Truss Design Engineering f. . Spedally Engineer), Me seal on any Too represents an acceptance of Me professional engineer
respanabdlty for the didgn al the single Truss depslad on 1,e TOO only, under TPI-1. The all assumptions, loading conditions, suitability and use of this Truss for any Budding Is the
Building is Me rsstlonsibibly of Me Owner, the owne:a aumudzetl agent or Me Building Designee in Me context of the IRC, the IBC. local building pope and TPI-1. Theapprovalofrlre
responsiblliry of the Owner, Me Owners aphonzed agent or the Budding Designer, in Me confexl of Me IRC:Me IBC, 1=1 building code and Trill Theapprovalofere TDDandanyfield
use of the Toss, inctudiltg handling, storage, Inslalletldn and breong shall be the respmsibility of Me Building Designer and Contractor. AIL notes list out in are Too and Me painsors and
Toss DesigyEngineer and Truss Manufacturer, unless otherwise definer bye Conrad agreed upon in writing by all toadies involved The Truss Design Engineer is NOT the Buildi
x'T 5ss SR rem Engineerof any budding. All dintal¢ed tem,s are as defined in TPF1, -
n. mr in,wn—MnwvaT Tmw�nl➢f annrm„nian r.trtiahn,nnnl_maw rrmv.N mntnn„M wNM awuNrm rummegre'nfw-iRmlTo.uan_pnllvruT_TnmMIIIgE.-�..
A0 c A -I RODF
��r�r/ � �RIS5ES
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd, r
_ FDrt.Plerce-FL 3.4946 _
Job I rugs 1 russ I ype ury I Ply 03/051;eu19 3082
75043 CJ3C JACK 1 1
D
1�2 1111.5X4C
5 T
T
HB 3"11 `-b
2X4(A1)B
1 1
N
=4
A =5X6
Q 4
12
SEAT PLATE REQ.
1 2' 1 2r8a T 14
1 2'11"l1 -{
Loading Criteria garl
Wind Criteria
Code l Misc Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL 5.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: B Kzb NA
Plate Type(s):
Des Ld: 45.00
Mean Height: 19.67 ft
WAVE
NCBCLL: 10.00
TCDL 5.0 psf
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: IT to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP 43
Purlins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in DO) Start(ft) End(ft)
8C 30 OA5 2.97
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Shim all supports to solid bearing.
—WARNING' Please thoroughly review the "A-1 ROOF TRUSSES('SEMEW), GENERAL TERMS at
Verify design parameters and read notes on this Tress Design Cawing (TDD) and the Anthony T. Tambo III, P.E.
monecter dates shall be used for the TDD to he valid. As a Truss Design Engineemy (i e. Specialty Engineer). ll
a sminsibibty for the design of the single Tress depic ed on the TDD o fl , under TPI-1. The design assumptions, 1,
Building is the responsibility of the Oymeq the Owners amM1onzed agent or the Building Designer, In the con oot a'
responsibility of the Owner, the owner's aullrorized agent or the Building Designer, in the contest of the IRC, the II
use of the Truss. inclludNa hardline stray, instillation and eroded shall ba the rennrr ihiliN of on Rriilrinn no,
Truss
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell L1#
Gravity Non -Gravity
VERT(LL): 0.002 F 999 360
Loc R+ / R- I Rh / Rw / U / RL
VERT(CL): 0.004 F 999 240
B 365 /- /- 1205 197 163
HORZ(LL): 0.001 F - -
E 35 1- /- 118 /11 /-
HORZ(TL): 0.002 F - -
D 37 1- A 123 19 /-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TCCSI: 0.376
B Brg Width =8.0 Min Req =1.5
Max BC CSI: 0.114
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.028
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 15.4 Ibs
Bearing B requires a seal plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 C-D 14 -16
B-C 17 -48
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F 4 -3 F-E 11 -17
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 65 -40
CONDmONS CUSTOMER (-BUYER') ACKNOWLEDGMENT forte.
_
reference Sheet before use. Unless othermse stated en th r TDD, only Alp.,
seal on any TDD represents an acceplance of the professional engineer
�M111TU55E5
idingmndNons. suitabiliyand use of Nis Truss foraay Building isthe
A-1 ROOF
he IRC the IBC, local building code and TPI-1. Theappmval of the
..
J, local building rase and TPI-1. The approval of the TDO and any geld
Anthony T. TOmbo III, P.E.
Inerald Contractor. Allnotes set out in the TDD and the practices and
anal g, dapee. TPI-1 defines the responsibilities and duties of the Tress
# 80083
mtingbyallluthesinvolved, True Truss Design Erlgineerfs NOTihe Builtli
4451 St. Lurie Blvd.
-wwrm-amN4-r eminnxcy�. A-arm-sT-TmI+HT Ei.��+lt�
011vpletG9�t � .�Q6 :..."."
i
r
Job
75043
Truss Truss Type
CJ3P (JACK
City Ply
4 1 1
03105/2019
3512
Loading Criteria (asp
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
I
SEAT PLATE REQ.
i 2' - 'i" 2r11 "11
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 19.67 ft
TCDL: 5.0 psf
BCDL'3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 34 0.15 2.97
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to wind.
'RARNING" Please thoroughly nMev the'A-1 R(
my design parameters and read notes an this Truss Desir
innedorolates shaitbe usedforthe TOO la W valid Me
TOO
C
ii
In
11
T
N
7
N
Code / Misc Criteria
DefflCSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): NA
Loc R+ I R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): NA
B 365 /- !- 1238 /129 183
FT/RT:10(0)/10(10)
HORZ(LL):-0.001 D - -
D 34 /- !- /40 /23 /-
Plate Type(s):
HORZ(TL): 0.002 D - -
C 65 /- /- /22 /33 /-
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.376
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.099
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wg[: 12.61bs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEWVen 18.02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
'
A-B 61 0 B-C 25 -51
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
GENERAL TERMS and CONDITIONS CUSTI
cony T. Tanbo III. P.E. Reference Sheet befog
in
ACKNOWLEDGMENT'rmm_
ise staled on the MD. onlyAla
��A•1 ROOF
�TgD55E5
Anthony T•Tombo III, P.E.
# 80083
.,read
Job
75043
Truss Truss Type Cry Ply
CJS I JACK 14 11
03/05/2019
3084
Loading Criteria (psq
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Pudins
T,
1 2'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 19.67 ft
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50'.
GCpi: 0.18
Wind Duration: 1.60
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 4.97
Apply pudins to any chords above or below fillers
at 24. OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
'WARNING— Please thoroughly review the-A-1
SEAT PLATE REQ.
4'11"11
Code / Mist; Criteria
Deft1CSI Criteria
Code: FBC 2017 RES
PP Deflection in loc L/defl L1#
TPI Sid: 2014
VERT(LL): NA
Rep Factors Used: Yes
VERT(CL): NA
FT/RT:10(Oy10(10)
HORZ(LL): 0.004 D - -
Plate Type(s):
HORZ(fL): 0.006 D - -
WAVE
Creep Factor. 2.0
Max TIC CSI: 0.402
Max BC CSI: 0.179
Max Web CSI: 0.000
Wgt. 18.2 Ins
VIEW Ver. 18.02.01 A.0205.20
[y
II
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 430 1- 1- 1227 1112 1119
D 66 1- 1- l26 1- 1-
C 154 /- 1- 157 175 1-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req =. 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 B-C 59 -84
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
TERMS and CONDITIONS CUSTOMER ('DUYER) ACI(NOW1-EDGMENT' form.
iW III, P.E. Referenre eM1eel before use. Unless otherwise staled on the TDD, only Alp
intownie4ofthelRC,me IBC,loral W,Wbg Band TPLl. Theapprovaluluiu
o1 the IRC, the IBC, local building code anal TPl-I. Theappravalaft1he TDDandaryls
the BuildingrgenemIgdance. mr.Idefiessemsin lM1elifmw Oepsofthsar
referenced forgeneral guNance. TPI-tdefrres the responsibilities antl tlutes of theT
x agreetl upon in writing byall padiez involved. the Trvss Design Etgineer is NOT IM1e
pL�A-1 ROOF
�/ ITRUSSE5
Anthony T Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
h
Job Truss
75043 IE01
Truss Type
HIPS
ty I Ply 103/0512019
1
3518
77
# 34,
oiz11 V 72't
i4 _ ( 2W
s5X6
Tu °=sxs ° T
a2X4(A1)B E�4X4(A1) Iw
A H G 1 F I
®1.5X4 =3X4 1
PLATE RED.
I-Z-� S
+ 51)i{ 4 70#
704 Bois
Loading Criteria (ps0
Wind Criteria
Cade I Misc Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code:FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld
BCDL: 5.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: B Kzt: NA
Plate Type(s):
Des Ed: 45.00
Mean Height: 19.67 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 13.00
it
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Special Loads
-(Lumber Dur.Fac =1.25 I Plate Dur.Fac =1.25)
TC: From 82 pit at -2.00 to 82 pit at
4.00
TC: From 41 plf at 4.00 to 41 pit at
6.67
TC: From 82 plf at 6.67 to 82 pit at
12.67
BC: From 10 plf at 0.00 to 10 pit at
. 4.00
BC: From 5 plf at 4.00 to 5 pit at
6.67
BC: From 10 plf at 6.67 to 10 pit at
10.67
TC: 77 Ib Conc. Load at 4.00, 6.67
TC: 113 Ib Conc. Load at 5.06, 5.60
BC: 70 In Conc. Load at 4.00, 6.67
BC: 50 In Conc. Load at 5.06, 5.60
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Slad(ft) End(ft)
TC 24 4.00 6.67
BC 102 0.15 10.52
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Left bottom chord exposed to wind.
SEAT PLATE REa.
f_ I 2
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc
L/dell L/#
Gravity Non -Gravity
VERT(LL): 0.036 G
999 360
Loc R+ / R- / Rh / Rw / U I RL
Bq-:RT(CL): 0.052 G
999 24C
B 900 /- /- /- /350 !-
HORZ(LL): 0.014 G
- -
1 896 /- I- I- 1349 /-
HORZ(TL): 0.021 G
- -
Wind reactions based on MWFRS
Creep Factor: 2.0
B Big Width = 16.0 Min Req = 1.5
Max TC CSI: CA53
I Brg Width = 16.0 Min Req = 1.5
Max BC CSI: 0.987
Bearings B & E are a rigid surface.
Max Web CSI: 0.047
Bearings B & E require aseat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Will: 50.4 lbs Chords Tens -Comp. Chords Tens. Comp.
VIEW Ver. 18.02.01A.0205.20 A-B 61 -25 D-E 519 -1254
B-C 519-1247 E-F 61 -25
C-D 457-1118 -
FILE COPY
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Corl Chords Tens. Comp.
B-H 2180 -906 G-E 2204 -907
H - G 1098 -455
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-H 104 -21 G-D 123 -24
C-G 24 -4
^WARNING" Pleasefeoroughly review Ore 'A-1 ROOF TRUSSES -SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER7) ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Tmss Design Drawing(Too) and the Anthony T. Tombo in, P.E. Referenm sheet beforeuse. Unless otherwise, slated on the TDD, only Alr
mnne=r dates shall be used for %a TOD Ip be valid. As a Truss Design Engirmnig I.e. Spedalty Engineer), the seal on any Too represents an acceptance of the pmressional engineer
responsibility for the design of the single Tmss depcied on the TOD only, under TP41. The design assumptians, loading patentor, suitability and use of this Truss for any Building is the
n,rilninn i, the--ihilie At thPr rr th.,n re, -di-d M nnont nr lM Buildino DesionnL in the ovend of the IRC. the ISC. oral buildirla rude and TPI-1. The amete.. of the
,4AA-1 ROOF
n TRU55E5
Anthony T. Tombo III, P;E.
# 80083
Truss
a,e as
Job I miss
75043 E02
I mss Type
COMN
ity I Ply 03/052019
3741
a
f
A
12
5 p
O=3X4
SE(1T PLATE RED.
L8 i 9'4"
Loading Criteria (pap Wind Criteria
TCLL 30.00 Wind Std: ASCE 7-10
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 5.00 Risk Category: II
EXP: B Kzb NA
Des Ld: 45.00 Mean Height: 19.67 ft
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 3.0 psf
Spacing: 24.0" MWFRS Parallel Dist' 0 to h2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP 42
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500'
:RtSlider 2x4 SP #3: BLOCK LENGTH = 1.500'
Purlins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 10.67
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
5'4" -j
\=3F 6(C6)
r�6
SEAT PLATE (tEO.
1 -I
1018" 1 2' --{
Code / Mise Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in too Udell L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.022 D 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 677 A /- /423 224 /93
Rep Factors Used: Yes
VERT(CL): 0.035 322 240
FT/RT:10(0)f1O(10)
HORZ(LL): 0.016 E - -
H 677 /- A 296 1157 P
Plate Type(s):
HORZ(TL): 0.028 E - -
Wind reactions based on MWFRS
WAVE
Creep Factor. 2.0
B Brig Width = 8.0 Min Reg = 1.5
Max TC CSI: 0.271
H Brg Width = 8.0 Min Reg = 1.5
Max BC CSI: 0.788
Bearings B & H are a rigid surface.
Max Web CSI: 0.351
Bearings B & H require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 44.8 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 18.02.01A.0205.20
B-C 495 -544 C-D 295 -385
F-G 63 0 D-E 260 -385
A- B 63 0 E- F 495 - 625
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 296 -142
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - C 629 -847 E - F 751 - 847
-WARNING— Please thoroughly review the-A-1ROOF MOSSES (-SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER("BUYER") ACKNOWLEDGMENT' found.
Votary design parameters and read nets on this Truss Design [raving (Too) and the Anthony T. Tomato III, P.E. Reference sheet before use. Unless othembe Monsoon Me MD. only Alpin
connedorplatesshallbau,Mfmthe TDOtobavalid. AsaTruse Design Engineering(i.e.Specialty Engineer), the seal many Too represents an acceptance of Me pmfessimeo?engineerin
=q_T RUOE
�—TRUSSES
responsibility for the design of the single Truss depicted on Me TOD only, antler TPI-1. Thedesign assumptions, loading conditions, suitability and use of this Truss for any Building is Me
Building is Me responsibility of the Oden, Me Owner's authorized agent or the Building Desgner, in the context of the IRC, the IBC, Most building code and TPIA. The approval of tha
..
hesponsiblliry of Me Ownm, the Owner's authorized agent or Me Building Designer, in the conevi of the IRC, the IBC. Ioal building ode and TPI-1. The appndvdl of the TDD and any field
Me Truss, including installation
Anthony T. Tombo ill, P.E.
use of hanging, stodge, and bold, shag be the res{wn5mddy of the Building Designer and Contractor. All notes set out in Me Too and Me Madices and
guidetines of Me Building Component Safety Information(BSCI) abashed by TPI and SBCA are referenced for gend-al gueanca. TPI-1 defines Me responsibilities and duties of Me Truss
480083
Designer, Truss Design Engineer add Truss Manufadureq unless othadose defined by a Contracl agreed upon in wntirg by all parties involved. Thenun Design Egineeris NOTMe Buildi
4451 St. Lucie Blvd.
oesg�rpTmas 5y5tem Ergmaer o(anyWibirg All gplal irumami7dirNita TPI-1
Cinmwhrpi111a ArIR,TrrarvAn,MvT TrirMrirf>..E.Nuirrtimen Nina-Nnnvn+.nmeo"rn+2xrvZiarrwRrvotMwrel�uw�ntvena4fA�Timn"�Aillm Tcl-min Isl0
� Od.PJerGEiFl..34946 n:
I
Job Truss Truss Type
75043 I E03 I COMN
1ty IPly 103/0512019
3086
f 5'4"
fl
Loading Criteria (mq
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 45.00
Mean Height: 19.67 ft
NCBCLL 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 3.0 list
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
C&C Dist a, 3.00 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels
or rigid ceiling use putting
to laterally brace chords as follows:
Chord Spacing(in
oc) Stad(ft) End(ft)
BC 75
0.00 10.67
Apply pudins to any chords
above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
12
B=4X4
10'8"
5'4" —
0
Code / Misc Criteria
De0/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
Code: FBC 2017 RES
PP Deflection in too Udell L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.005 D 999 360
Loc R+ I R- / Rh l Rw / U I RL
E• 105 /- /- /36 /22 /5
Wind reactions based on MWFRS
E Brg Width =112 Min Req = -
Bearing E is a rigid surface.
Rep Factors Used: Yes
FTIRT:10(0)/10(10)
Plate Type(s):
WAVE
VERT(CL): 0.008 D 947 240
HORZ(LL):-0.001 D - -
HORZ(TL): 0.002 D - -
Creep Factor. 2.0
Max TC CSI: 0.571
Bearing E requires a seat plate.
Max BC CSI: 0.252
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.085
Chords Tens.Comp. Chards Tens. Comp.
A-B 113 -76 B-C 113 -76
Wgt: 36.4 lbs
I Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens -Comp. Chords Tens. Comp.
VIEW Ver. 18.02.01A.0205.20
A-D 147 -77 D-C 147 -77
"N/ARNING-- Please Mamughly review the -A-1 ROOF TRUSSES
only design parameters and read notes on this Truss Cmugn Dewing (TOO
arrestor plates shall be used for the Too to be valid. As a Truss Design Er
:sponsib'ility for the design of the single Truss depicted on the TOD only, on(
luilding is Via responsibility of the Owner, the Owner's authorized agent or th
asppmibility of the Ovate, the Owners amhonzed .,Out or the Building Des
cw of lh. Tense. indudim handLna Inuit e. insUllatinn aM b2tim shag be
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-D 245 -422
GENERAL TERMS and CONDRIONS CUSTOMER
esVmptions, loading Conditions, suiWbllay and use of 0is Toss far any Building a the
the mnt.4 of the IRC, the IBC, Iwal building code and TPI-1. The approval of the
the IRC, the IBC, local building code and TPI.1. The approval of thi TDD and any field
Building Deslgneriad ConhaGor. AllnotessstaninrueMDand Nepmdi saM
:mnoedforgenerelguidaue. TPI-ldefiv themspa Uligesanddutesofthe Truss
greed upon In wnang byall padles involved. The Truss Design Ergineer is NOT rue Bu_bi
E
�€?A-1 ROOF
eTRUSSEa
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd. -
Aib�M rN+!n----rm.F.alx, M F-YBM Ruin— it Qumv_-S J.ert1vf_ .-_
/ JOO Iwas Truss type r.1ry I Illy UJIUO2UlB
15
75043 HAP HIP_ 2 1 3 4
R
-62#
f 130#
F- 1'4'8 "-'F"'-2'9'15-- t 1'4"11 �{
C
SEAT PLATE REQ.
i 2715 '11 5'7"2
Loading Criteria gee,
Wind Criteria
TCLL: 30.00
Wind Sld: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 45.00
Mean Height: 19.67 it
NCBCLL 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist 0 to h/2
C8C Dist a: 3.00 it
Loc. from endwall: not in 13.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Special Loads
-(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25)
TC: From 0 pit at -2.83 to 81 plf at 0.00
TC: From 2 pit at 0.00 to 2 pit at 5.59
BC: From 2 plf at 0.00 to 2 pit at 5.59
TC: -62 lb Conc. Load at 1.38
TC: 13016 Conc. Load at 4.21
BC: -11 lb Conc. Load at 1.38
BC: 671b Cone. Load at 4.21
Purling
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stad(ft) End(ft)
BC 65 0.15 5-59
Apply purling to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Left bottom chord exposed to wind.
f
-11#
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Varies by Lit
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
■1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw I /RL
B 221 1- 1- 1- /275 1-
D 70 b P /- 153 /-
C 77 1- P /- /69 /-
Wind reactions based on MWFRS
e Brg Width = 10.6 Min Req = 1.5
D Big Width = 1.5 Min Req = -
C Big Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens -Comp. Chords Tens. Comp.
A-B 32 -13 B-C 49 -19
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
4
67#
DeB/CST Criteria
PP Deflection in loc Udell L/#
VERT(LL): NA
%tERT(CL): NA
HORZ(LL):-0.012 D - -
HORZ(TL): 0.013 D - -
Creep Factor: 2.0
Max TC CSI: 0.314
Max BC CSI: 0.250
Max Web CSI: 0.000
Wgt: 21.0 Ibs
VIEW Ver: 18.02.01A.0205.20
J
"WARNING' Please thoroughly review the-A-1ROOF TRUSSES('SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER(BUVEW) ACKNOWLEDGMENT- form. '.fit, design design parameters antl least notes oa this Truss Design Drawing TOO) and the Anthony T. Tombo III, P.E. Reference sheet before use. Unless otherwise stated on the TDD, only Arpin _
onnedor plates sM1all be used br the TDD to be valid AsaTruss Design Engineadngfe Spedalry Engineer), the seal an any Too represents an acceptance of the professbnal engineer _qROOF
:sponsibihtyfor the design of the single Tmas depicted on the TOO only, under TPI-L The design assumptions, loading nondrmns, suitability and use of his Truss for any Building is the �MA-12TRe55E5
'wilding is the responsitsiarof the Owner, the Owner's authorized agent or the Building Oesgneq to the mnteM of the IRC, the IBC. local building wtle and TP-1. Theappar-loflhe «... .t
'ardasibirty attire Owner, the Owners authorized agent orthe Building Designe5 in the rarest ofthe IRO, the IBC, local building code and TPI-1. The approval ofthdTDD antl any field Anthonyas of the Truss, mousing handling, storage. installation and bradng shag be the responsibility of the Building Designer and Contractor. Allndes5 toutinthe MOand Mapmc6 and T. Tombo Ill, P.E.
uide inesof the Building ComponentSafety Information(BSCI) WNshed by TPI and SBCA are referenr¢tl for general guidance. TPI-1 defires the newasibilides and duties ofthe Truss #80083
resigner, Tmss Design Engineer and Truss Manufadurer, unless otherwise debned by a Corbett agreed upon in writing by all garbs,, involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lurie Blvd.
MignerorTmss SystemE g Many build q. An rapitarized tears are as derned TPI-1.
"'aaan,aaAFnd,Pierce.EL_34946--,:.
.. _ .-_ .. - -. ,.... �.. ..Ru ...._ 1... ... - .. .
Job
75043
Loading Criteria (psq
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0'
Lumber
Top chord 2x4 SP #2
Bol chord 2x4 SP #2
Truss Truss Type Qty Ply 03/05/2019
HJ5 HIP_ 3 1
-62#
130#
--1'4'84__79115 2710-�
C
72 T T
3.54 p
-Q N
N N
e'2X4(A,)B I a7
y_1 1 1
q D
SEAT PLATE RED.
2715 7'0.2 1
} y
67#
-11#
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: If
EXP: B Kzt NA
Mean Height: 19.67 it
TCDL: 5.0psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 13.0(
GCpi: 0.18
Wind Duration: 1.60
Special Loads
-(Lumber Dur.Fac 1.25 / Plate Our.Fac. 1.25)
TC: From 0 plf at -2.83 to 81 plf at 0.00
TC: From 2 plf at 0.00 to 2 plf at 7.01
BCC From 2 plf at 0.00 to 2 plf at 7-.01
TC: -62 lb Cone. Load at 1.38
TC: 130 lb Conc. Load at 4.21
BC: -11 Ib Conc. Load at 1.38
BC: 67 to Conc. Load at 4.21
Pudins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Slart(ft) End(ft)
BC 75 0.15 7.01
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Code / Mist: Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
3488
Deb/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell L/#
Gravity Non -Gravity
VERT(LL): NA
Loc R+ /R- /Rh /Rw /U /RL
B 253 /- /- /- /288 /-
FART(CL): NA
HORZ(LL):-0.018 D - -
D 92 /- /- P /26 /-
HORZ(TL): 0.019 D - -
C 69 P /- /- /49 /-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.468
B Erg Width =10.6 Min Req = 1.5
Max BC CSI: 0.353
D Brg Width =1.5 Min Req = -
Max Web CSI: 0.000
C Erg Width =1.5 Min Req = -
Bearing B is a rigid surface.
Wgi: 28.0 Ibs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ven 18.02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 32 -13 B-C 54 -17
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
''WARNING- Please thoroughly reoew the-A-1ROOF TRUSSES -SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('6U)Tfr) ACKNOWLEDGMENT' roan.
adfy design parameters and read noteson his Truss Desgn Drawing TOO) and the Amhony T. Tomlxt III, P.E.Rdemnre Shealbeforeuse.UnlessolM1eW. sWa mNe TDD,only Nr
onnedor plates shall be used rar the TDD to be valid A a Tuns Design Eyineenng (e. Spedalty Engineer), the seal on any TDD represents an acceptanr¢bf dre prefesewal engineen
Owner,
A-r ROOF
E!TRU55E5
Anthony T. Tombo III, P.E.
# 80083
4451-St. Lucie Blvd.
Job
75043
Truss Truss Type
HJ5A I HIP_
Oryry
1 IP1
03/0512019
3530
Loading Criteria (psq
TCLL: 30.00
TCDL 10.00
13CLL: 0.00
SCOL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 125
Spacing: 24.0 -
Wind Criteria
Wind Sld: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: If
EXP: B Kzt: NA
Mean Height: 19.67 It
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h2
C&C Dist a: 3.00 It
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W3 2x6 SP #2:
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25)
TC From 0 pit at-2.8310 81 plf at 0.00
TC. From 2 pit at 0.00 to 2 pit at 6.95
BC: From 2 plf at 0.0010 2 plf at 6.49
TC:- -62 Ib Conc. Load at 1.38
TC: 1021b Conc. Load at 421
BC: -11 lb Cone. Load at 1.38
BC: 100 lb Conc. Load at 4.21
Purlms
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Stan(ft) End(ft)
SC 43 0.15 3.71
BC 40 3.71 6.95
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Shim all supports to solid bearing.
"WARNING-- Please llnroughly review the-A-1
mnnedor
he
-62#
102#
-1'4.8 -�- Z9.15 --t- 2'894 --{
12
SEAT PLATE REO.
3'8.8 -( S2.14 --{
4
le
-11#
Code 1 Misc Criteria
Defl/CSI Criteria
A Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in Joe Udell L#f
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): -0.010 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 251 F l- /- 1281 P
Rep Factors Used: Varies by Ld C
3iil 0.009 F 999 240
FT/RT:10(0)/10(10)
HORZ(LL):-0.004 F - -
E 115 1- I- 1- 175 P
Plate Type(s):
HORZ(TL): 0.005 F - -
D 72 P I- 17 !- P
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.314
B Brg Width = 10.6. Min Req = 1.5
Max BC CSI: 0.266
E Big Width = 1.5 Min Req = -
Max Web CSI: 0.067
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 36.41bs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 18.02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 32 -13 C-D 8 -56
B - C 269 -259
Maximum Bol Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 239 -222 F - E 255 -228
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-F 34 -13 D-E 0 0
C-E 224 -231
TERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGMENT" John.
ibe III, P.E. Reference Sbeel before use. Unless othemdse staled on The MO. only All
inginens, the seal on any TDD represents an a otg sTr of the any Buiional engineer
umPtiDns, loading rontlNons, suitability and use ol0lis Tmss for anypplar l is Ire
wn,M ofrue.1 NeIBC, do
TPF1. tleand TPFt. Thaoo and
ei
field
saIRC, Ire IBC, local building wde are TPI-l. TM1e approval .1 fine T00 antl any Feld
referenced
it agreed u
_-A-r HOOF
�TRUSSE5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job Truss Truss Type
7,W43 1 HJ5B I MONO
City Ply
1 1 1
03/05/2019
3109
-s2#
1'4*9 -1 2V10
SEAT PLATE RED.
1 4 2.3 i
i 210,11 --{
f
Ala
4
V
Loading Criteria (psq Wind Criteria
Code / Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in Ice L/defl LI#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
Lee R+ / R- / Rh / Rw / U ! RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C rttRT(CL): NA
B 461 P /- /- /376 /-
BCDL: 5.00 Risk Category: ll
FT/RT:10(0)/10(10)
HORZ(LL):-0.004 D - -
D 79 /- P P 198 1-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.005 D - -
Wind reactions based on MWFRS
Des Ld: 45.00 Mean Height: 19.67 It
WAVE
Creep Factor. 2.429
B Br Width = 10.6 Min Re 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0
D Brg Width =- Min Req = -
Load Duration: 125 BCDL: 3.0 sf
P
Max BC CSI: 0.155Bearing
Bearing B is a rigid surface.
Sparing: 24.0MWFRS Parallel Dist: 0 to h/2
B requires a seat plate.
C&C Dist a: ItWe
Max Web CSI: 0.050
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwadwall: not in 13.00
fl
W91: 19.61bs
Chords Tens.Comp. Chords Tens. Comp.
GCpl: 0.18
Wind Duration: 1.60
VIEW Ver. 18.02.01A.0205.20
A-B 65 -27 B-C 71 -33
Lumber
Top chord 2x4 SP 24001-2.0E
Maximum Bot Chord Forces Per Ply (Ibs)
Got chord 2x4 SP #2
Chords Tens.Comp.
Webs 2x4 SP 43
B-D 5 -11
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25)
Maximum Web Forces Per Ply (Ibs)
TC: From 81 plf al -2.89 to 81 plf at 4.18
Webs Tens.Comp.
BC: From 5 plf at 0.00 to 5 plf at 1.38
C - D 82 -78
BC: From 10 pif at 1.38 to 10 pif at 4.18
TC: -62 lb Conic. Load at 1.38
BC: -11 lb Conc. Load at 1.38
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
'
Chord Spacing(in oc) Start(ft) End(ft)
BC - 48 0.15 4.18
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Top chord overhangs have been checked only for
(Dads as indicated. Overhangs not checked for man
loads or long-term deflection.
-WARNING" Please thoroughly review [be-A-1ROOF TRUSSES(SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('B1 R-) ACKNOWLEDGMENT form.
arty design parameters and read notes on this Truss Design Drum, (MD) and the Anthony T. TMW III, P.E. Reference Sheet before use. Unless othervase stated on the TDD, only Alp
nedor pales shall be used for the TOO to be valid. As a Totes Design Engineering ( e. S,,valty Engineer), the seal on any TDD represents an acceptance of the professional engineers
smnsiHJim for tha desion of the simle Tmss denietM on the TDD oN¢ under TPI-1. The design assumptions. loatlma conditionsseilability and use of this Tmss far anv Buildino is the
Trans
-A4 ROOF
=TR1155E5
Anthony T. Tombo III, P.E.
# 80083
4451 SL Lucie Blvd.
Job Truss
75043 HJ6
Truss Type
HIP_
2 I Ply 103/05/2019
3110
10
it
-62# 3074
130p
--1'4'8 -j- 2595 - t 2-9.15 191'9 ---�
to
12 TT
3.54 p
93%4 C
fV
l�
=e 2X4(AI)B
A e4X4 E E 1
o ,JX4
Loading Criteria (pep
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: If
EXP: B Kzt: NA
Des Ld: 45.00
Mean Height: 19.67 it
NCBCLL: 10.00
TCDL 5.0 psf
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0'
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 13.0(
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TC: From 0 plf at -2.83 to
81 plf at 0.00
TC: From 2 pif at 0.00 to
2 plf at 9.00
SC: From 2 plf at 0.00 to
2 plf at 9.00
TC: -6211c Conc. Load at 1.38
TC: 130 Ib Conc. Load at 4.21
TC: 30711D Conc. Load at 7.03
BC: -11 lb Conc. Load at 1.38
BC: 671b Conc. Load at 4.21
BC: 13216 Conc. Load at 7.03
Puffins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 106 0.15 9.00
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
FYy\�1I�iSx1
8'11'15
f 4 4
67N
-114 1324
Code I Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in Ice Udell LHt
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.023 G 999 360
Loc R+ / R- ! Rh / Rev / U / RL
B 301 /- /- I- 1335 /-
Rep Factors Used: Varies by Ld C
Bi1ZRT(CL): 0.034 G 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.006 F - -
E 289 I- !- I- /113 !-
Plate Type(s):
HORZ(TL): 0.009 F - -
D 136 /- P I- /49 /-
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.704
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.758
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.244
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
t
Wgt: 42.0 lbs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 32 -13 C-D 39 -50
B - C 386 -607
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-G 591 -331 F-E 0 0
G-F 583 -329
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - C 143 -30 C - F 353 -625
"WARNING- Please thoroughly review The'A4 ROOF TRUSSES("SELLER-), GENERAL TERMS and CONDITIONS CUSTOMFR('BUYER') ACKNOWLEDGMENT— form.
'edfy design peremeterstedread holes on Nis Truss Design Deetivig(Too) and the Antlany T. Tomfro ill, P.E. Reference Sheet before oee. Unless olhenuise anted on the MD. only Alp
onneaor dates shall be used for Ibe MD to be valid. As a Truss Design Engineering (_e: S,xialty Engineer), the seal on any Too repfesenls an acceptance of Me professional engineer
no Building Desgrer and Dartmoor. All notes set
:ferenced for general guidance. TPI-1 defines Me
agreed upon in writing by all parties invwved. The
IiAsA-1 ROOF
TRUBSE5
Anthony T•Tombo III, P.E.
480083
4451 St. Lucie Blvd.
i
Job
75043
Truss
J3
Truss Type
JACK
City Ply
1 1 1
03/05/2019
3087
Loading Criteria boot
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Top Chord 2x4 SP #2
Bol chord 2x4 SP #2
T,
I- 2'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B K2t: NA
Mean Height: 19.67 it
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCpi: 0A8
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chard Spacing(m oc) Start(g) End(g)
BC 34 0.15 3.00
Apply pudins to any chords above or below filers
at 24' OC unless shown othenvise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
SEAT PLATE REQ.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0y10(10)
Plate Type(s):
WAVE
"WARNING-' Please Noroughly review the'A-1ROOF TRUSSES
,oldneas of1 Budding Compo
Designer, Truss Design Eugene,
_ ne is a T. k9eii�u'�on._
to
3'
C
Deg/CSI Criteria
A Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): NA
Loc R+ I R- / Rh / Rw / U / RL
B 365 f- /- /206 1102 184
VERT(CL):NA
HORZ(LL): 0.001 D - -
D 34 1- I- 121 /7 /-
HORZ(TL): 0.002 D - -
C 66 /- /- 124 135 !-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.376
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.094
D Erg Width =1.5 Min Req = -
Max Web CSI: 0.000
C Erg Width =1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 12.6 Ins
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 18-02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 B-C 25 -50
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT- roan
miler IPl-1. the design assumptions, loading Functions, suitability and use of this Truss for any Burldrng rs the
the Building Designer. in the earned of the IRC. the IBC, oral building Futle and TPl-1. Theoppreval-the
esigner, in the conted of the IRC, tho IBC. locrl building code and TPI-L The approval of the Too and any field
be the responsibility of the Building Designer and conVaclor. All notes set out in the Too and the practices and
by Tat and SBCA are referenced for ral gurdam'e TPI 1 defines 0e respons'rb I"fes and duties of the Truss
e defined bya Connrdet agreed uporhng by all panes involved. TfieTwssDetignEngihraFisNOTaheB.Ah
is defined in TPI-0
g,pmlgtl.' fen rim ..tl __. — m rwaneren 1A.,. T.e—gq PT Y 1`
�A-1 ROOF
TRUSSES
Anthony T.Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
_. Eon piellce,FL 34SKE
Job Truss Truss Type Oty Ply 03/05/2019 3440
75043 1 AP I EJAC 2 1
T,
i 2'
Loading Criteria (part Wind Criteria
TCLL: 30.00 Wind Std: ASCE 7-10
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 5.00 Risk Category: II
EXP: B Kzt: NA
Des Ld: 45.00 Mean Height: 19.67 it
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 3.0 psf
Spacing: 24.0" MWFRS Parallel Dist: IT to 2h
C&C Dist a: 3.00 R
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bol chord 2x4 SP #2
Puffins
In lieu of structural panels or rigid ceiling use purring
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 46 0.15 4.00
Apply purling to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to wind.
SEAT PLATE REQ.
re",
4' -�
Code ! Misc Criteria
DeDICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udell 114
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U I RL
B 395 /- P /258 /134 173
Rep Factors Used: Yes
VERT(CL): NA
FT/RT:10(0)/10(10)
HORZ(LL): 0.001 D - -
D 50 /- /- /66 /39 /-
PlateType(s):
HORZ(TL): 0.002 D - -
C 113 /- !- M-4 /31 A
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.402
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.120
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width =1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 15A lbs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver 18.02.07A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 61 0 B-C 43 -74
"WARNING" Please thoroughly review the"A4 ROOF TRUSSES("SELL]
Verify design parameters and read notes on this Truss Desgn Drawing (TOD) and th
wnnerlor plates shall be uwd fm the TDD to be valid. Asa Tess Design Engmehom
responsibility for The design of the single Truss dolmord an the TOD only, under TPI-
Building is the meponsitirny of the Owner, the Owner's authorizetl agent or The Buildr
responsibility of the Outer, the Owners madmizeid agent or the Building Designer, in
ass us of the Trs, including handling, storage, installation and breong shall be the real
guidelines of the Building Component Safety Information IBSCII published by TPI en
Designer, Truss Design Engineer and Tress Mammucerer, unless omennss def atl
Truss system Erlyhmeerolany W ibirg_ All shoplaed lemvs are as defmM i
lfn+Yl�I'QRIn FT.iRM'1"nm��ae-Pnnvnv'ISTrvrl+m rYgG eadrrNnmdmn'arNasrwY.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
GENERAL TERMS and CONDITIONS CUSTOMER (EWER') ACKNOWLEDGMENT' form.
ony T. Torbp III, P.E. Reference sheet betore use. Unless otherwise stated on the Too, only AIr
Specialty Engineer), the seal on any TOD represents an aarplance of the professional engineen
in the
of the
�A-1 ROOF
e TRt155E5
LA.nhony T. TomboII,P.E.
#800834451 St. LucieBlvdEortP.,ierce.#.L34946—a
J
Job
75043
Truss Truss Type
JS I EJAC
City I Ply
44 1
03/05/2019
3706
Loading Criteria(psf)
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
Lumber
Top chord 2x4 SP #2
Bol chord 2x4 SP #2
Ti
I_ 2'
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 19.67 it
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50'
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 5.00
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
SEAT PLATE REQ.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FTIRT:10(0)/10(10)
Plate Type(s):
WAVE
51
C
De0/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 431 /- A 1227 /112 1120
VERT(CL): NA
HORZ(LL): 0.004 D - -
D 66 P /- /26 /- /-
HORZ(TL): 0.006 D - -
C 155 /- /- /58 176 (-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CST: 0.402
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.181
D Big Width =1.5 Min Req = -
Max Web CST: 0.000
C Big Width =1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 18.2 lbs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 18-02.01 A.0205.20
Chords Tens -Comp. Chords Tens. Comp.
A-B 61 0 B-C 59 -84
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
-WARNING- Please thoraughly review the-A-1ROOF TRUSSES('SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER ('BINER-) ACKNOWLEDGMENT- form.
only design parameters and read notes on this Truss Cesgn Dramm,(TDO) and the AiAh ny T. Tombo Ill, RE Referenra GM1eet before use. Unless otM1erwiso salted on lM1e TDD, only A¢
onnector pIslas shall be used mi-the TOD to be valid Asa Truss Design Englneeri.g (i e. Spedally Engirmo), the seal on any TOO represenls an aaaeptance of me professional engineer
ssponsibllityforthe design of the single Truss depicted on the TOD only, under TPI-t The design assumptions, loading conditions, suitability and use of Nis Truss for any Building is the
rcA, ROOF
€TRU55E5
Anthony T. Tombo III, P.E.
# 80083
4451 St- Lucie Blvd.. ,
Job Truss
75043 IJ5B
Truss Type
MONO
Qty I Ply
1 1
03105/2019
3090
a.
2X4(i A
SEAT PLATE REQ.
Q 4
12
2'4- -�
0
Loading Criteria Mi Wind Criteria Code 1 Misc Criteria
DeflIC81 Criteria ♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in Ioc L/defi L f# Gravity Non -Gravity
TCOL: 10.00 Speed: 160 mph TPI Std: 2014
VERT(LL): 0.003 B 999 360 Loc R+ / R- 1 Rh / Rw 1 U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.005 B 999 240 A 236 /- A /100 /47 /90
BCDL: 5.00 Risk Category: II FT/RT:10((I)/1O(10)
HORZ(LL): 0.001 E - - D 219 1- A l99 187 1-
EXP: B Kzt: NA Plate Type(s):
Des Ld: 45.00
HORZ(TL): 0.001 E - - Wind reactions based on MWFRS
Mean Height: 19.67 it WAVE
Creep Factor. 2.0 A Rrg Width = 8.0 Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TCCSI: 0.084 D Brg Width=- Min Req= -
Load Duration: 1.25 BCDL: 3.0 psi
P
Bearing A is a rigid surface.
Spacing: 24.0' MWFRS Parallel Dist 0 to h/2
Max CSI: 0.064 Bearing A requires a seal plate.
C8C Dist a: ft
We
Max Web CSI: 0.064
Loc. from dwa not in 4.50
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 25.2 lbs Chords Tens.Comp. Chords Tens. Comp.
pi: 0.18ll:
GCpi: 0.18
Wind Duration: 1.60 �•
VIEW Ver. 18.02.01A.0205.20 A-B 137 -321 B-C 24 -52
Lumber
-
Top chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
But chord 2x4 SP #2
Chords Tens.Comp, Chords Tens. Comp.
Webs 2x4 SP#3:W32x6 SP#2:
A-E 273 -225 E-D 288 -235
Purling
In lieu of stmctural panels or rigid ceiling use putting
Maximum Web Forces Per Ply (Ibs)
to laterally brace chords as follows:
Webs Tens.Comp. Webs Tens. Comp.
Chord Spacing(in oc) Starl(ft) End(ft)
B - E 89 -63 C - D 97 -88
BC 30 0.15 2.67
BC 30 2.67 5.00
B - D 216 - 263
Apply purlins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Shim all supports to solid bearing.
-WARNING— Please Monti review the 'AA ROOF TRUSSES I"SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT" to..
Verify design parameters and need notes on this Truss Design Drawing QUO) and the Anthony T. Tombo Ill, P.E. Refererlm
SM1eet before use. Unless ofheruise sfal¢tl on the TDD, only Alpi
_
mnnetlor plates shall be usetl forlhe TDDlp be valitl. Asa Tmss Design Engineenng(i.e.Spedalty Ergineer),thesealwanyTDOmpresenManaaepwnmdl Nepmfessionalengineerin
mill RBOF
asponsib0ltyforthe design oflhesi,gle Truss depicted on the TpD only.underTPI-1. The designassumplbns, loading raWitions. suiWGliry and use of this Tmss forany Building is the
Building is the resuchubillty of the Oweeq the owner's audlonaed agent on the Building Designer, in the counco f the IRC, the 16C. local braiding code l nd TPl-1. T a al,crate of th t
oTRul
. . •.n.
resmnsilality of D«ner,the Dwneiaumorized agent nnhe Building Designer. in the condom of Me IRC, me IBC, local building code and TPI-1. Theappmvalofine TDDandanyreld
Anthony. TDmbo III, P.E.
ony
use or the Truss.including handling, Manage. installation and baling Mail be the respo oil,tyof the Building DesigneraM contractor. All nd.,osloufinthe TDD.rdthepaccocesantl
guitlerhouilfthe Building Component Rofety lnformafiat(BSCI)pubgehed MTPI and SBCA are referenced forgeneal guidance . TPI-1 tlefms Peresmnsibilities and duties of the Trvss
#80083
Designer,Tmss Design EngineeranETmss Manufadume unlessoNery deriedbya Contmdagme uwninv fiti byallpaAe invdl . TheTmss Design Engineer is NOTNe Beira
4451 St. Lucie Blvd.
De59nerw Tuas 5 1¢m (:ai aepA f any Wiltling. All tale fixed lens are es dermM in TPI-1.
r_'vrewnPmn::n.,`u.nmII1.
Job
75043
Truss Truss Type City Ply 03/05/2019
J6 I EJAC 1 5 1
3091
Loading Criteria (gaff
TCLL: 30.00
TCDL 10.00
BCLL: 0.00
BCDL 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bat chord 2x4 SP #2
L
SEAT PLATE REQ.
F^ 2' -{ 64"14 IN I
Wind Criteria
Wind Std: ASCE 7 j10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzl: NA
Mean Height: 19.67 it
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00'.
GCpi: OA8
Wind Duration: 1.60
Puffins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 6.41
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
De0/CSI Criteria
PP Deflection in loc L/defl L!#
VERT(LL): NA
VERT(CQ: NA
HORZ(LL): 0.013 D - -
HORZ(TL): 0.019 D - -
Creep Factor. 2.0
Max TIC CSI: 0.669
Max BC CSI: 0.317
Max Web CSI: 0.000
WgC 23.8 lbs
VIEW Ver. 18.02.01A.0205.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 488 /- P 1249 /122 1146
D 88 /- /- /35 /-
* 210 /- Jr. 181 /102 /-
Wind reactions based on MWFRS
B Big Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Bug Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords. Tens -Comp. Chords Tens. Comp.
A-B 61 0 B-C 81 -103
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
—WARNING— Please thamugbly review the-A-1ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ( -BUYER) ACKNOWLEDGMENT' rand.
only design parameters and raad notes on this Truss Design Dewing EMD) and the Anthany T. Tombo III, P.E. Reforenra Sheet before use. Unless otherwise stated on the TDD, only WI
pnneoor plates shall be usetl for the TOD to he valid Asa Tmss Design Engideenng(ie_Spepalty Engineer), me seal on any TDD represents an acceplanw of the professional engineer.
:swro bilily for Me design of the single Truss deposit an the TDD only, under TPI-1. The design assumptions, loading condition, suitability and use of this Truss for any Building is the
u[Idingk tberesponsib[Iity aftheOwner the Owner's authorized agent or the Building Designer, in Me consist afthe VIC, the IRa, lawl building adds and TPN. Theapprovalafthe
nixot ibilily attire Owner, the Owners aNborizad .,out or M. Building Designer, in the contest of the IRC, the IBC. low[ building code add TPI-1. The approval of No TDD and any field
se ofthe Tmss, including handling, storage. inagenaton and braprg dull be the responsibility of the Building Designer and Contactor. All notes setoutin g[e-rDDandthe pmcficesand
uidshres ofthe Building Component Safety lnfoamalion resell published by TPI and SBCA are referenced for general guidance. TPI-1 defines Me responsibilities and dutes of the Truss
resigner, Tons Design Engineer and Truss ManufaGump unless otherand defied bya Contract agreed upon in wailing in, all whasinvdl.d. The Tmss Design Engineer is NOTthe Buil
[etgdei ariluss SVslemfnpideer of any buildina. All wortioed tennaareasdeGnedin TPI-1.
�A-1 RnnF
eaTRI1al
Anthony T �Tombo III, P.E.
# 80083
Job Truss Truss Type City I Ply 03/05/2019
75043 VO4 VAL 1 1 3a9z
B
tb
=0M
Loading Criteria lash
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 5.00
Risk Category: II
EXP: B KzD NA
Des Ld: 45.00
Mean Height: 19.67 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Lee. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord Zx4 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stad(ft) Eiri
BC 45 0.00 3.71
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C8C
member design.
Additional Notes
See STD DETAILS for valley details.
$jam 6 �1 1'1"15 -1]-1'1"15, our -
11
Code / Misc Criteria
Deft/CSI Criteria
A Maximum Reactions (Ibs), or a=PLF
Code, FBC 2017 RES
PP Deflection in loc Udell L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.005 999 360
Lee R+ / R- / Rh / Rw / U / RL
D• 91 /- /- 122 /10 /3
Wind reactions based on MWFRS
D Brg Width = 44.5 Min Req = -
Bearing A is a rigid surface.
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
VERT(CL): 0.008 999 240
HORZ(LL):-0.002 - -
HORZ(TL): 0.003 - -
Creep Factor. 2.0
Max TC CSI: 0.072
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.111
Chords Tens.Comp. Chords Tens. Comp.
A-B 160 -227 B-C 159 -227
Max Web CSI: 0.000
Wgt: 11 2Ibs
Maximum Bot Chord Forces Per Ply (Ibs)
I Chords Tens.Comp.
VIEW Ver 18.02.01A.0205.20
A - C 229 -134
"WARNING" Please thoroughly review the-A-1ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDMONS CUSTOMER (BUYER') ACKNOWLEDGMENT' farad.
-
Vedfy design parameters and read nodes on this Tmss Design Daanng (coo) and the Anthony T. Toro a U. RE. Refeanre Sheet before use. Unless pcaradv s stated an the TDD, only Alpin
enedor plates sM1aO be used for tM1e TDOto he valb: ea a Tmss Design Engineering (i.e. Smeltery Engineer), the Seal on any TDD representsaa acceptance of the professional engineem
=A-1 RRUF
�t=TR1155E5
ponsibibtyfor the design of the single Truss depicted on the TDD holy, under TPI-1.The design assumptions, loading conditions, suitability and use ofthis Truss for any Building is the
Building is the a sponsiblity Of the De neq the tamers authorized agent or the Building Desigren in the conunn of Pre lRQ the IBC, bral loadding code and TPI-1. The approval of the
responsibility of the Owner, the Owners authorized agent orthe Building Designer,inMe coned of Me Ind. the IBC, local building code and WI-1. Theappmvalofthe TDDandanyfieltl
Anthony. Tombo Ill, P.E.
y
use of the Truss, including handling. storage, installation and bussing shall be the resphnsibility of the Building Designer and contractor, At notes seloutin Na TDD and Me practices and
guidelines ofthe Building Competent Safety Information tBS011 publitherl by TPl and SBLA are referenced for general guidanrc. TPI-ldefines the raspansibilifies and acre, afore Truss
#80083
Designer, Truss Desgn Engineer and Tmss Manufacturer, unless otherwise defined by a Contract agreed upon in entire by all ponies involved. The Tmss Design Engineeris NOTthe9ulldi
-drTmss
4451 St. Lucie Blvd.
-.
m SysdeE P efanvbuiltlirg_ Allaptalizedt sane as tlelnetl- TPI-1.
Cesmgn utv®a
.m"hrFArtwn.rY...w. 1M.v SSTn.TVUtYF-4'y5: Ntniannanrv!-nmrmet:�NNmwllmvTrtw:..fn..isvAnae.nroa-SamrTn�ia.%nnuvn✓jai..I.Nu:P.E..%>=.:=--�.w,F.OiPJefrE.F.k.�34946.s.
r _. ....•..- u ... ta. - « e'I .. -..-a. a .�. ...o.0 _. - .ems- .«� _ �.
� «-.., r ..a ...
Job
75043
Truss Truss Type
V08 IVAL
1ty IPly I 03/05/2019
3093
Loading Criteria (psq
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP 43
T
SO
8"6 1_ 3111,15
1— r
12
5 B=4X4
r 3'8"8
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: ll
EXP: B Kzt. NA
Mean Height: 19.67 It
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: OA8
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0:00 7.71
Apply pudins to any chords -above or below fillers
at 24. OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C8C
member design.
Additional Notes
See STD DETAILS for valley details.
Code / Ill Criteria
COde:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
7'8"8
3'1"15 -j--= 6-j
3'8"8 j
Deg/CSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.011 D 999 36
A Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.016 D
999 240
E' 91 /- /- 128 /15 /4
HORZ(LL):-0.004 D
- -
Wind reactions based on MWFRS
HORZ(TL): 0.006 D
- -
E Brg Width = 92.5 Min Req = -
Creep Factor. 2.0
Bearing A is a rigid surface.
Max TC CSI: 0.212
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.197
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.084
A-B 240 -133 B-C 240 -133
WgC 25.2 lbs
Maximum Bat Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01 A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-D 180 -184 D-C 180 -184
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-D 281 -369
'-WARNING' Please thoroughly review the-A-1ROOF TRUSSES -SELLER), GENERAL TERMS and CONDITIONS CUSTOMER I"BUVER-) ACKNOWLEOGMENT' form
only design parmete,s and head notes on this Tours Design Drawing (me) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherxise stated on the TDD, only Alp
lnnedor plates shall be used for the TDD to be valid As a Truss Design Engineering Q.e.S,imaly Engineer), the seal on any Teo represents an acceptance of Ne prafesswel engineed
the Usurer a authorized agent or the building Ueslgner, in the comet at IM1e IRC, the Ieq Imal up lding CWe and IYI-1. Ibe a
afamed agent or the Building Designer, in the contest of the IRO, the IBC. local building code and TPI-I. The approval of Me Tr
ge, installation and bad,g shall be Ibe respposibiliy of the Building Designer and Contadon All notes set out in the TDD and th
ity Information(BSCI) puNisbed by TPI and SECA are referenced for geneml guidance. TPI-1 defines the responsibilities and al
is Manufacturer, unless othetwlse dent bya Contract agreed upon in whiling by all ponies involved. The Truss Design Engine,
vila,g. AllWpwlaedtetmsareaaderrea TPI1:
-TmmMnl, �$pynnun.rTNT[��rygy _ Jmannmn __ mMMrnne _ uuran(At Pm(T _ova—M1nlbnn. _
'64MA-1 ROOF
TRUSSE5
Anthony T^Tombo III, P.E.
# 80083
- 4451 St. Lucie Blvd.
Job Truss
75043 I VM02
Truss Type
VAL
1ty 11y 103105/2019
3094
a
Loading Criteria (ps0 Wind Criteria
TCLL: 30.00 Wind Std: ASCE 7-10
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 5.00 Risk Category: II
EXP:.B Kzt NA
Des Ld: 45.00 Mean Height: 19.67 ft
NCBCLL: 10.00 TCDL:'5.0 psf
Load Duration: 1.25 BCDL. 3.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: h/'Z to It
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bol chord 2x4 SP #2
Webs 2x4 SP #3
Plating Notes
(++) - This plate works for both joints Covered.
Purlins
In lieu of structural panels or dgid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 22 0.00 1.86
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See STD DETAILS for valley details
�— 8"6 — — 1'1 "15
12
5
III1.5X4(++) B
A 2X4(D8 ) T
m
m
�4 1
D
V10"4 �{
1 a6"12 - "J
Code I Midi Criteria
Code: FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Deg/CSI Criteria
PP Deflection in loc Udefl L#t
VERT(LL): NA
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ IR- /Rh /Rw /U /RL
VERT(CL): NA
D' 91 /- /- 129 /8 /9
HORZ(LL): 0.000 C - -
Wind reactions based on MWFRS
HORZ(TL): 0.000 C - -
D Brg Width = 22.3 Min Req = -
Creep Factor. 2.0
Bearing A is a rigid surface.
Max TC GSI: 0.036
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.037
Chords Tens.Comp.
Max Web CSI: 0.013
A-B 14 -14
Wgt: 7.0 lbs
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01 A.0205.20
Chords Tens.Comp.
A-C 36 -3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - C 36 -44
^WARNING^ Please thoroughly reWew the -A-1 ROOF TRUSSES t"SELLER-). GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENr fnion,
Vedfy design parametersand rsid notes on this Truss Design Dewing (TDD) antl ale Anthony T. Tombo III, P.E. Reference Sheet before use Unless othemw stated on the TDO, only Aher _
conneetor plates shall be used for the TDD to be valid. Asa Truss Design Engi"ee ar, h e. Sisa lly Engineer), the seal on any TDD represents an acraptanea of the professional engineer, _A4 ROOF
responsibility far the design of the shafts Toss depicted on the TDD only. under TPIA The design assumptions. loading panditions, suitability and use of this Truss for any Building is lM ��TA1155E5
Building is the responsibility ofthe Owoep the Owners a"thodzed agent or the Building Designer, in the talent of the IRC, the:BC, 1.1 building Code and TP 1. Theapprovalofde, ..r
responsibility of the Owner the Owners authsnzad agent or the Building DesigneS in Me earliest of the IRC, the IBC, loyal building code and TPI-1. Theapprovalofine TDDandsoyfeltl Anthony. TOmbO III, P.E.
e ofthe Tress, heading handling, storage, installation and bracing shall be Mare responsibility oftlte Building Designer and Contractor. AlinOle toutintbe TDDandthepra if and y
guidelines of the Building Component Safetylnformafien lBSCI) published by TPI and SBCA are referenced forgeneal guNance. TPI-1 defines the responsibilities and duties of the Truss #80083
Designer; Truss Design Engineer and Truss Manubudp ee unless otherwise defined by a Conlrad agreed upon in writing byall pubes involved. The Tress Design Engineer is NOT the BuTwi
oes Truss SYZ Fag"e .fs,Weding; All eapnauzed temae are as dermee mTPl-t. 4451 St Lucie Blvd.
e,.eaizfitrw-+v..,rr,,,e�,..-an.1hn,m11a PEa� Mm7m:.a ar,:..,m.lmm.::<.:x:lwn.onw .wire,r..r..rwua".antx�:✓Y— �mn .s-f..nmanF��--..ter.- .EedF� h:3494G:n.
y
Job
76043
Truss
VM04
Truss Type
VAL
Qty
1
Ply
1
03/05/2019
3095
W
3'1"15 -{
112 a
j— 3'10"4 �{
I 3'6"12 i"i
Loading Criteria (,q
Wind Criteria
Code I Misc Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 5.00
Risk Category: II
FfIRT:10(0)/10(10)
EXP: B Kzl: NA
Plate Type(s):
Des Ld: 45.00
Mean Height: 19.67 It
WAVE
NCBCLL: 10.00
TCDL: 5.0 lost
Load Duration: 1.25
BCDL: 3.0 psf
Spacing: 24.0
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00.
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot Chord 2x4 SP #2
Webs 2x4 SP #3
Pull
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in DO) Stan(ft) End(ft)
BC 46 0.00 3.86
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See STD DETAILS for valley details.
"WARNING" Please thoroughly newer the-A-1 ROOF
only design parameters and read notes on this Truss Desge Di
onnector plates shall be used for the TOD to be valid. As a Tre!
tsponsiVity for the design of the vngle Tress depitled on the T
gilding is the responsibuiy of the Owner. the Owners authorize
p,lonsibility of the Ovrrer, the Owners authotl¢ed agent or the
T
20
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): NA
Loc R+ I R- / Rh l Rw I U / RL
VERT(CL): NA
D' 91 /- /- /35 115 112
HORZ(LL): 0.004 C - -
Wind reactions based on MWFRS
HORZ(fL): 0.005 C - -
D Brg Width=46.3 Min Req=-
Creep Factor. 2.0
Bearing A is a rigid surface.
Max TC CSI: 0.200
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.170
Chords Tens.Comp.
Max Web CSI: 0.064
A-B 35 -48
Wgt: 14.0 Ibs
Maximum Bat Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01A.0205.20
Chords Tens.Comp.
-SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER
andlbe ArJhoWT.Tombolll, P.E. Reference Sheet before use.0
gftteenng Cie. Sceriaity Engineer), the seal on any TOO repents.
er TPI-1. The design asumptbns, loading mnditions, suitability anc
s Building Designer, in the contain of Br. IRC, the IBC, deal building
gner, in the dortsed of the IRC, the IBC, local building rode aM TPL
the responsibility of the Building Designer and Con(mtlar. M notes
TPland SBCAarefeferencedfwgenemlguidanra. TP4ldeones
emed bya Gobbed agreed upon in writing by all parties involved.
IetmM in TPN. 1 _
A-C 100 -8
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-C 123 -12D
(-BUYER-) ACKNUWLEUGMGN I - toms.
j
iless otherwise stated an the Mo. only Al,
inaoreptance of the professional e,ineern
A-r RODF
use of this Tress for any Building is rho
�TRD$$E5
adds and TPN. The approval of live
....
I. Theapprovamnhe TDDandanyreld
on y
Anthony. Tombo Ill, P.E.
set out in the TOD and the"Mobees and
the resfonsibiliies and dtnies of the Huse
#80083
Tie Tmss Design Engineer is NOT the Buibi
_ .4451 SL,LUDie Blvd.— t
Job
75043
Truss Truss Type Oty Ply
VM06 I VAL 11 11
03/052019
3096
Loading Criteria (pep
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP 43
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 19.67It
TCDL 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: h/2 to IT
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 70 0.00 5.86
Apply pudins to any chords above or below fillers
at 24' OC unless shownrotherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
5'10'4
De0/CSI Criteria
PP Deflection in loc Udell L t#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.014 C - -
HORZ(TL): 0.021 C - -
Creep Factor. 2.0
Max TC CSI: 0.508
Max BC CSI: 0.380
Max Web CSI: 0.152
Wgb 19.6IDS
VIEW Ver. 18.02.01A.0205.20
r
i
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D' 91 /- P 137 116 /13
Wind reactions based on MWFRS
D Brg Width = 70.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 48 -93
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 133 -11
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-C 189 -191
''WARNING' Please thoroughly review the -A-1 ROOF TRUSSES (-SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (BUYER') ACKNOWLEDGMENT' to.
entry design parameters and react notes on this Truss Design DaxJng CMD)aed the Anthony T. Tombo Ill, P.E.Reference Sheet before use. Unless othenwise staled on the TDD, only All
mnedor plates shall be used fa lbe TDD to ha vafd. Asa huts Design Engineeong (ie_ Spadalty Engineer), the seal on ab,TDD represents en acceptance of the professional engineer
�sponsibiLry for the design of be single Tmss demoted on the TOO only, under TPI-1. The design assumptirv, loading conditions, suilebility and use of this Truss rare, Building is this
udding is the responsibility of Ne Owner,the Owner's sumodzed agent or the Building Designer, in the around ofthe IRC. the IBC, tonal brldina rode and TEM. nmr,limvalofthe
nary m r,e owner, we uwners ausunzer agent or me umai J uesgner,. a me comae m rite 1NG, the IBC, local building rode and TPI-1. The appmval of the T➢D and am/geld
Three, induding handling, storage, installation and bacbg shall be the responsibility of the Building Designer and Contractor. All rotes estoal in the TDD and the thealces and
f Me Building Component Sorely Information (BSCII published by TPI and SBCA are referenced rorgeneal ghkance. TPI-1 defines the respoosibilitme and duties of the Truss
Tones Design Engineerand Truss Manufacturer, unless ameninse refined by a Contact agreed upon in writing by all pedies involved- TLe Tmss Design Engineer is NOT me Suit
AA-1 ROOF
iiffl4//// �TfuusssEU
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Job
7r5043
Truss
VM08
Truss Type
VAL
City Ply
1 I1
03/05/2019
3097
Loading Criteria (pert
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP 43
Purling
t 8"6 1 5.8"7
1'5"8 --
=5X6 1111.�X4
7r10"4 1
1 5'10"4 '1 2'—'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzb NA
Mean Height: 19.67 ft
TCDL: 5.0 psf
BCDL: 3.0 psf
MWFRS Parallel Dist: h/2 to IT
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Starl(8) Eni
TC 24 6.40 7.86
SC 75 0.00 7.86
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
i
co
Code / Mise Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
Code: FBC 2017 RES
PP Deflection in loc Udell L#1
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.045 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
G' 92 /- /- /36 118 /11
Rep Factors Used: Yes
VERT(CL): 0.069 F 999 240
FTIRT:10(0)/10(10)
HORZ(LL): -0.011 C - -
Wind reactions based on MWFRS
Plate Type(s):
HORZ(TL): 0.016 C - -
G Brg Width = 94.3 Min Req = -
WAVE
Factor. 2.0
A is a rigid surface.
BeadingCreep
Max TIC CSI: 0.408
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.326
Chords Tens.Comp. Chords Tens. Comp.
A-B 83 -106 C-D 4 -3
Max Web CSI: 0.102
WgL 30.8 lbs
B-C 40 -63
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 18.02.01A.0205.20
A-F 151 -20 F-E 159 -23
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-F 342 -401 D-E 21 -15
-WARNING- Pleasetboroughlyani the'A.1 ROOF TRUSSES('SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER( -BUYER') ACKNOWLEDGMENT'rmi
edify design parameters and read notes on this Tmss Design DraiITDD) and the Antlrpny T. Tombo 111, P.E.Referenca Sheet before use. Unless olnerwise staled on are TDD, only At
annenor plates sM1all be used fortis TOO rube relid. Asa Tmss Design Engineering(e. Spefialty Engineer), the sealon arty TOD represer anacceptance o1 the professional engineed
oiSonsibildy far the design of the single Tmss depicted on are TDD only, under TPI-1. The design assumptions, loading condNons, suitability and use of this Tress for any Building is the
adding is the responsibility of the Ovmer, the Owners Serhodxed agent or line Building Designer, in the contest of the IRC, the IBC, eed building code and TPI-1. TreappmvaWth,
.cr„rncibivm nnnx rmx,x. cox Ounxh anmmad axxm m cox (numim Desienec in Ne contetl of the IRC. IM1e IBC. local builtlino rile. aM TPI-1. TM1e avororel of tho TDD and anv field
=TIR ggOF
�TgD55E5
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd. ._ ,
Job
75043
Truss Truss Type
VM10 I VAL
1ty I Ply
103/05/2019
3098
Loading Criteria (path
TCLL: 30.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 45.06
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
Lumber
Top chord 2x4 SP 42
Bot chord 2x4 SP #2
Webs 2x4 SP 43
6-'1'— 5'8'7
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt NA
Mean Height: 19.67If
TCDL: 5.0 psf
BCDL: 3-0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00'
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TIC 24 6.40 9.86
BC 75 0.00 9.86
Apply putting to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C8C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
9'10'4
5'10'4
3'5"8
.AX6 1111.W4
i
Code / Misc Criteria
De0/CSI Criteria
♦ Maximum Reactions (Ibs), or.=PLF
Code: FBC 2017 RES
PP Deflection in loc Udell L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.045 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
G' 92 A /- 135 124 /10
Wind reactions based on MWFRS
G . Brg Width = 118 Min Req = -
Bearing 9 A is a ri ld surface.
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
VERT(CL): 0.069 F 999 240
HORZ(LL): 0.010 F - -
HORZ(TL): 0.015 F - -
Creep Factor. 2.0
Max TC CSI: 0.457
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.307
Chords Tens.Comp. Chords Tens. Comp.
A-B 80 -98 C-D 2 -1
Max Web CSI: 0.105
WgC 36.41bs
B - C 55 -82
VIEW Ver. 18.02.OtA.0205.20
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-F 140 -19 F-E 148 -22
Maximum Web. Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-F 353 -442 D-E 98 -112
-WARNING^ Please thoroughly review the 'A-1 ROOF TRUSSES(SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ( -BUYER') ACKNOWLEDGMENTto..
'erry design parameters and read notes on this Truss Design Drawing(iDD) and the Anthony T. Tomlin III, P.E.Referenm Sheet before use. Unless otherwise speed on the MD. only Alp
o nenor dates shall bs used for the TOD to be valid. As a Truss Design Engineering (I e. Speeialty Engineer), the seal on any TOO represents an acceptance of the professional engineed
asponslbllity for the design of the single Truss depcted W the Too only, under TPl-1. The design assumptions, loading oprdigone, swtabihty and use of this Truss for any Building Is the
'wilding is the responsibility of the Owner, the Owners au primed agent orthe Bugling Designer, in the conted of the IRC, the IBC, local bulding node and TP1-1. The approval of l m
:sCanS'Iendw Olga owner. tha Dwnars autlgnzad aeem or tha Buldim Daa'ioner.In ue runteat of lne. IRG mnIeC. ThranwnvalnflnnMDnntlnnwrrN
'40-A-1 ROOF
STRUSSES
Anthony T.wTombo111, P.E.
# 80083
4451 St. Lucie Blvd.
It I JANUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34945
772-009-1010
TYPICAL HIP / KING JACK CONNECTION I STDTL01
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
0
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
3ch Corner Jack's
(2) 16d Toe Nails
i TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
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FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1610
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
V-3' MAX.
DIAL. BRACE
AT 1/3 POINTS
IF NEEDED
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES m
24' D.C.
IT IS THE RESPONSIBILITY OF THE BLOC. \ \
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \
TO DESIGN THE CEILING DIAPHRAGM AN
ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM r1
THE BRACING OF THE GABLE ENDS.
END WALL
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
BRACE AND THE TWO TRUSSES ON
EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE. -
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME _ SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF IDd
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUSS
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE /
TRUSS
I
MURAL
TRUSS
...".. �.. STUD
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACIR&-
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
STANDARD PIGGYBACK TRUSS
JULY 17, 2017 1 1 STDTL04
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24.O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TDP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' O-C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 68 (1.5- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLN TO THE TOP CHORD OF
THE BASE TRUSS.
(PURLINS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
.ev,nx eu n%T.xan+: a.n�1:.+--..:mr:-:; A�lpany 7. ioinLn 111. 9.C.
rw.xxuy:.x.�ugcmusamamvwvkn.,wsrd 980083
nNIMPN`en Rrye.hmk:p(T<oaliSVrtrs.ui. 4451 5.. W(ie RIO
lhmhh Ol FL Fatwerce, FL 34946
JULY 17, 2017
TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409.1010
VALLEYTRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X0.131'=10d
2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL 'A.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
BASE TRUSSES
-C C... I,VMMUry
5S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS N2 MAX SPACING = 24.O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
WS45 (1/4- X 4.5-) WOOD SCREWS
INTO EACH BASE TRUSS.
A 0,aq T T.,,bo III, P.F.
80083
4451 8[. Ladr_ Blvd.
Fni Pioce, FL. 34W6.
FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06
1 GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X 0.131'=10d
2. WOOD SCREW 3'WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
W.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
s
DRAWINGS.
®_ 5. BASE TRUSS SHALL BE DESIGNED WITH APURLIN SPACING EQUIVALENT
A-1 ROOF TRUSSES TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
I
A-1 ROOF
6. NAILING DONE PER NOS -01.
FORT PIERCE, FL 34946 GABLE END, COMMON l 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
772-009-1010 TRUSS, OR GIRDER I
TRUSS
SECURE
W/(
VALLEYYTIRCUSS I/ II II t II II II EASE TRUSSES
CTYP
GABLE END, COMMON
TRUSS, OR GIRDER
P r VALLEY TRUSS TRUSS
(TYPICAL)
SEE DETAIL *A'
BELOW (TYP.)
WIND DESIGN PER ASCE 7.98, ASCE7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT= 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS#2
MAX TOP CHORD TOTAL LOAD =50 PSF
SYP TO THE ROOF W/TWO USP
MAX SPACING =24- O.C.(BASE AND VALLEY)
WS3(114- X 3-) WOOD SCREWS
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
�� t nip r
(NO SHEATHING) N.T.S.
e. netMn,t�q.n, e�§F�
(gpi;hl9i01611 us!nsu LJn,LT.I,,.PJ. Lpvlwin&t tcumtg4u,6an pwElhd.=lenken9m,e«ixbr F.wl I lnd6es,Aetu,i.len6PI. LL
Arrt!mn, L Tmbo Ili, P.E.
F093
-451 St. wde Bhd.
Fort Pierce, FL 34946
JULY 17, 2017 1 1\VJJL-.LJ vl li_ L_ 1 JL 1 L L_ I rIl" STDTL07
(HIGH WIND VELOCITY)
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ATTAC
WIND DESIGN PER ASCE 7-98, ASCE 7-1
WIND DESIGN PER ASCE 7-10: 170 MPF
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE: 1
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24' O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY UND.n vnIL.r In IVIVJI oo
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED I u I IMAXIMUM 6112 PITCH NON -BEVELED
BOTTOM CHORD BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6112(MAXIMUM
12112 PITCH)
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FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
STANDARD GABLE END DETAIL
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/IOd NAILS, 6' O.C.
VERT
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
STDTLOS
VERTICAL
2X6 SP OR SPF
STUDf2X4
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED G' O.C.
(2) lOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - lOd NAILS
OIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
* TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
* DIAGONAL BRACING ** L - BRACING REFER v
REFER TO SECTION A -A TO SECTION B-B 24' MAX. —��►I
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH -ONE ROW OF 10d NAILS SPACED 6' O-C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4'-0' D.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) IOd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240
(4) Ed NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
12' MAX.
B. THIS DETAIL DOES
NOT
APPLY TO
STRUCTURAL GABLES.
OIAG. BRACE
9. 00 NOT USE FLAT
BOTTOM
CHORD
GABLES NEXT TO SCISSOR TYPE AT
1/3 POINTS
TRUSSES.
IF NEEDED
10. 10d AND 16d NAILS
ARE
0131'X3.0'
AND D131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER
DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSO.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP 931 STUD
12'0.C.
3-8-10
5-6-11
6&l1
11-1-13
2X4 SP 431 STUD
16'0.C.
3-3-10
4.9-12
6&11
9-10-15
2X4 SP 931 STUD
24'O.C.
2-8.6
3-11-3
54-12
8-1-2
2X4 SP#2
12'O.C.
3.10-15
5-6-11
66-11
11&14
2X4 Sp #2
16'0.C.
3&11
4.9-12
6&l1
10-8-0
2X48P%2
24'0.C.
3-1-4
3-11-3
6-2-9
9-3-13
DIAGONAL BRACES OVER G' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER
BOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
1�
.. 4i� I
ROOF
SHEATHING
L— TRUSSES Q 24' D.0
2X6 DIAGONAL BRACE
SPACED 48' O-C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
ENO WALL
ROOF HEIGHT =30 FEET
B OR
190 MPH STUD DESIGN 15 BASED ON COMPONENTS AND CLADDING.
DF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
FEBRUARY 17, 2017
WITH 2X BRACE ONLY
STDTL09
W.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
n2-469-1010
DOTES:
f-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACINE
S IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 OF WEB LENGTH.
PHIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TE
1ONTINUOUS LATERAL BRACED WEBS.
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6' O.C.
NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS
LATERAL BRACING
OF
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2%8
2X8 T-BRACE
2X8 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY17,2017
LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
® O NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34N6 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772-409A010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING \�EIELI
TACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO TO TOPATTACH CHORD� S (0131WITH 37X 31)d NAILS CAB y(0131'ITH 3X 3')�d I -ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENOEO WHILE
NAILING THE STRONGBACK
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - IOd
TO BOTTOM CHORD NAILS (0.131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
TRUSS STRONGBACK r (TYYICAL SPLICE) (BY OTHERS)
7
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' OIA.)
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY 17, 2017 I LATERAL TOE -NAIL DETAIL
STDTL11
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS
SHOWN).
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. _
A.1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
4451 ST. LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
FORT PIERCE, FL M946
772409-1010
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
CIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
ca
o
.135
93.5
85.6
74.2
72.6
63.4
J
in
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
5D.3
0
p
.131
75.9
69.5
60.3
59.0
51.1
J
n
.148
81.4
74.5
64.6
63.2
52.5
ri
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS
EXAMPLE: NEAR SIDE
(3) - lSd NAILS (0162' CIA. X 35') WITH SPF SPECIES BOTTOM CHORD
NEAR SIDE
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 845 (LB/NAIL) X 1.15 COOL) = 2915 LB MAXIMUM CAPACITY NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.00°
ANGLE MAY
VARY FROM
30" TO 60'
45.00'
SIDE VIEW
(2X3) 2 NAILS
ANGLE MAY
VARY FROM
30' TO 60'
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
UPLIFT TOE -NAIL DETAIL,
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
STDTL12
TOE -NAIL WITHDRAWAL VALUES
PER NDS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
LD
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
N
ITI
.162
72
58
39
37
25
J
7
(D
.128
54
42
28
27
19
(—
L7
Z
Z
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
L0
J
N
Q
M
Z
.120
51
39
27
26
17
C7
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
J
0
.148
57
44
31
28
20
M
NU I ES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR WINO OOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 123 IDOL FOR WINO) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE To WINO
FOR WINO DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 160 (OOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TD WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
••+ USE (3) TOE -NAILS ON 2X4 BEARING WALL
•e• USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S.
IN
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
END VIEW
FEBRUARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT I STDTLI3 41
A-1 ROOF TRUSSES
4451 ST. LUCIE SLVD.
FORT PIERCE, FL 3Z
772-409-1010
l.n X 4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
12
VARIES
TRUSS 2411 O.C. —\ ��A / _,— (4) 12d
MAX 3011 (21-611)
UPLIFT CONNECTION —J
(SEE ROOF TRUSS) 2x6 #2 SP (Both Faces)
2411 O.C.
EXTERIOR FLAT SIMPSON H5
GIRDER
I�.z _ r.l Aratrc,nwu4¢n nn tar'; z; w^wrr r u •w*r n rw..w.w•.. ms,. ve.. rs.m.
i Ma.. _k ib F u m.q.v c fr y..a of pvfewl v.e. w :..pe Mx Iz vAl a.�Tn^.P.i�.^5:..7i:++An. A�LI,o�Y T. Ton�lil. P.E.
S Y+9�Y+r/a tF GC Y N FeyG.anYSM 5t'WM rVO .!... ,..e.l,...a PA /a n., r.M m tm.G...rt tn.hn q•n,nirv.W+.�.n ]3 N1 11K�f 4VE.
d� H c.• m.,. n1.n 1 u.,:u,ny., s:alo-� s.. Lem w�' au=.+.r w al Fat —?Ince. Ft aSa6
IHngl 0}•16A ❑.•11nm 4Rw,i fn loilL G[ Iq•m•n wd eelanmart a •f M..nPVEtd.l•ros Rrn�t. p. 1 aafinlli;vl4ifurAMotl4i•OLP [.
FEBRUARY 17 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 t
DAMAGED OR MISSING CHORD SPLICE PLATES 1
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772409-1010
X
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 157 LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36"
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42"
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5485
3346
5019
2829
4243
2898
4347
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2XG) SPACED 4' O.C. AS SHOWN (131' OIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REDUIREO (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
• 10d NAILS NEAR SIDE
+ 10d NAILS FAR SIDE
NOTES
E
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
77240&1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2XG
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
ENO BEARING CONDITION
NOTES:
1. ATTACH RX SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.14B' OIA. X 3') SPACED G' O.C.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
Job Truss Truss Type Oty 10/03/2019 3425
75043 A20 COMN y'16 1
T 25'4• F AOtJ2AB5'4E'
S A�FNDE�F.3TtO
oRT lid FC NAIL
:]1-OE
ND
TO BE INS ALLEO EACH SIDE FTHc
REPAIR SCADtC Cl
12 HXNN OR IF HIS CFRERAiS NOT
t1F_i.
5 7
c p]X6(R) o
o gsxs (a) (a I
Jg1.5X4
051 a T4
03X4C W5 K=8X8(A2)
S R Q P O Nblu
=-
V VvU T =3X10 =3X4=4X6 =3X8 =3X4 B4
SEAT P3X4 113X6
LATE REGEATPLATEREQ. SEAT PLATE REQ.
---54- A 4 1
-2'-{--5'1 BROKEN IT7
1 259�
4'
X4 BOT IN SIDES
NAILED 2 ROWS @ 4" OC
Loading Criteria par Wind Criteria Code/Mist Criteria Deffil Criteria ♦ Maximum Reactions(lbs)
TCLL: 30.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in [cc Udell L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.355 O 999 360 Loc R+ / R- / Rh / Rw / U / RL
BOLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.541 O 986 267 B 207 (17 A /121 1166 1262
BCDL: 5.00 Risk Category: ll FT/RT:10(0y10(10) HORZ(LL): 0.082 G - - W 2377 /- !- 11027 11 P
EXP: B Kit NA Plate Type(s): HORZ(TL): 0.126 G - - L 1700 /- /- /703 1185 1-
Des Ld: 45.00 Mean Height: 19.67 it WAVE, HS
NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor: 2.0 Wind reactions based on MWFRS
Load Duration: 1.25 BCDL: 3.0 sf Max TC CSI: 0.704 B Brg Width = 8.0 Min Req = 1.5
p Max BC CSI: 0.944 W Brg Width = 8.0 Min Req = 2.8
Spacing: 20.0 " MWFRS Parallel Dist: IT to 2h L Brg Width = 8.0 Min Req = 1.9
C&C Dist a: 6.07 It Max Web CSI: 0.728 Bearings B, W, & L are a rigid surface.
Loc. from endwall: non in 14.33 it
GCpi: 0.18 W9t: 359.21bs Bearings B, W, & L require a seal plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp, Chords Tens. Comp.
Lumber
Top chord 2x4 SP#2:T42x8 SP 2400f-1.8E: A-B 51 0 G-H 872 -2037
Bot chord 2x4 SP #2:B4 2x6 SP #2: B - C 963 -339 H - 1 1087 -28B7
Webs 2x4 SP#3:W52x45P Ii C-D 1545 -526 I-J 1371 -3811
D-E 606-1718 J-K 1646 -4582
Bracing E-F 869 -2287 K-L 263 -634
(a) Continuous lateral restraint equally spaced on member. F - G 862 -2037
Tray Scab(s) Maximum Bot Chord Forces Per Ply (Ibs)
(2) 2x8X8-11-0 x SP 2400f-1.8E scabs at right end. Attach one scab to each outer Chords Tens.Comp. Chords Tens. Comp.
face of chord with: 0.131"x3", min. nails @ 8" oc, plus additional nail clusters at: B - V 339 -876 Q - P 2037 -574
BRG.: (4), heel: (6), 1 st panel point: (3). V - U 56 -160 P - 0 2554 -743
Purlins T-S 549-1313 O-N 3509 -1105
In lieu of structural panels or rigid ceiling use purlins S - R 1582 -446 N - M 3509 -1105
to laterally brace chords as follows: R -Q 2037 -574 M - K 4431 -1502
Chord Spacing(in cc) Staii Eni
BC 64 0.15 5.48 Maximum Web Forces Per Ply (Ibs)
BC 62 5.51 47.87 1 111t111 (11 // Webs Tens.Comp. Webs Tens. Comp.
rs Apply purlins to any chords above or below fille\; y�1A 17/7 ''
at 24" CC unless shown otherwise above. v ry ,NNAY „ `r/,i C-V 299 -148 R-F 107 -194n
'r� r� C-T 332 -605 F-P 209 -338
Loading ���':�CENSL'-. s'J• . v-r 297 a47 c-P 994 -384
Truss passed check for 20 puff additional bottom chord live loa Q: • •-- '-� �� T - U 871 -2382 P - H 4W -1037
42"1 x 24"-wir a clearance. -` � • h(O. $$ 6 • � .- T- D 875 -2454 H - O 531 -156
j * * D - S 2982 -996 0-1 421 -1062
,Wind _ - - S-E 345 -886 I-M 405 -114
Wind loads based on MWFRS with additional C&C member ch = = = E -R 525 -142 M - J 445 -1033
Leff bottom chord exposed to wind. ATE OF
Additional Notes I, _' F;: G ��' SPANNM
1j `-.�ORI�.
Negative reaction(s) of -317# MAX. from a non -wind load Case ix F
Connec
ion. See
aximum
ons.
WARMING: Furnish a copy of th sl DWG to the installation coot '''/1��' i 1A�p� vv`\, - �- - ¢ /��r/� 1,
must be taken during handling, shipping and installation of tour at. Lucie \/®u
"WARNING" note below.
••WARNING" Please Rental review the-A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER(' BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and had abuse on this Tmss Dal Derwin, (Ti aridthe Specially Engineer reference Sheol before use_ Unless pNenwse stated on Ue TDD, only Alpine
nnseler plates shall be user) brthe MD 0 be valid Asa Truss Design Engineering pa. Specially Eagieeen. the seal on arty TOQ represents an acceptance bf Ne professional engineenn
reeponsibiligfor Me design of the single Truss depiolM an Me TOO only, under Tall The design assumptions, loading conditions. suitability and use of this Theater any Building is the+aaae,auc shecce
responses w1 of Me Owner, Me Owners scroll agent or the Building Designer. in Me bablood Ideal RC, Me IBC. local building code and TP l-1. The approval of Me RID and any field wroi.xorw agn.,.e Es]¢6
use send Trusts, including handling. storage, installation and bracing shall be Me respbnsitandy oohs Building Designer and Concedes. All rates setudiceTOD and lhepradioreard .1rsee�ie
guidelines of the Building Comebnent Safety lnfernalionul published by TIN and SBCAare rerererced for general guidance. TPI-1 defines Me responsibilities and duties of Ne Tmss ass. Is
Designer. Specialty Engineer and Truss ManWaclurep unless otherwise darned by a Control agreed upon in wilting by all parties involved Ra Doorbell Engineer is NOT the