HomeMy WebLinkAboutTRUSS PAPERWORKS
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
BUILDER:
PROJECT
COUNTY:
LOT/BLK/MODEL:
w
c�
e V
M
p
o a
u
c
.µ
JOB#:
w
LARRY NEESE
STALHUT ADDITION
ST LUCIE
STALHUT ADDITION
75828
MASTERM B52440
OPTIONS: NO OPTIONS
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
SOCC
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
.A4*0 TRUSSES
A FLORIDA CORPORATION
RE: Job 75828 A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FL 34946
Customer Info: LARRY NEESE, LLC Project Name: STALHUT ADDITION
Lot/Block: Model:
Address: 4795 JORGENSEN ROAD, FORT PIERCE, FLtdivision:
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: 47.0 psf Floor Load: 0.0 psf
This package includes 35 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
2567
ANG
6/11/19
13
3160
HJ7
6/11/19
25
3192
V8
6/11/19
2
2798
A02
6/11/19
14
2642
J7
6/11119
26
3195
V9
6/11119
3
2812
A03
fi111119
15
3198
V10
6/11119
27
3140
VM1
6111119
4
2819
A04
6/11/19
16
3209
V11
6111/19
28
3143
VM2
6/11/19
5
2826
A05
6/11/19
17
3215
V12
6/11/19
29
3146
VM3
6/11/19
6
2833
A06
6/11/19
18
3220
V13
6/11/19
30
3151
VM4
6/11/19
7
3121
A07
6/11/19
19
3169
V2
6111119
31
3154
VM5
6/11/19
8
3124
A08
6111/19
20
3172
V3
6/11/19
32
3157
VM6
6/11119
9
5160
B01
6/11/19
21
3175
V4
6/11/19
33
3160
VM7
6/11/19
10
3154
CJ1
6111/19
22
3181
V5
6111/19
34
3163
VM8
6/11119
11
3151
CJ3
6/11/19
23
3184
V6
6111/19
35
3166
VM9
6/11119
12
13148
1 CJ5
6/11/19
24
3189
V7
6/11/19
1 36
STDL01
STD. DETAIL
6/11/19
The truss drawing(s)referenced have been prepared by Alpine Engineered Products, Inc. under mydirectsupervision based on the parameters provided byX1 RoofTmsses, Ltd.
Truss Design Engineers Name: Manuel Martinez
My license renewal date for the state of Florida is February 28,2021.
NOTE:The seal on these drawings Indicate acceptance of professionalengineering
responsbUitysolelyforthe truss components shown.
oletiiiyueeed byWnud
o-rUn.ofthe
Manuel
The suOabTityand use of components for any particular building Is the responsbtity, building
orecus.wMand E A:wrl4re:
designer, perANSVfP41 Sec 2
...I A0a4Z]E000001aA8MGa]l0
Ck
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
Marti, �ur-rdzWMAS
documents (also referred to at times as'Structural Engineering Documental provided bythe Building
F �jcaP,, ^1313:19�-09�00�
`f
Designerindkating the nature and characterof the work
No ea»
The design a@eriatherein havebeen transfenedto Manuel Martinez PEby[A1 Roof Trusses orspecific
location]. These TDDs (also refened to attklaes as'Strudurel Delegated
_'*'
uc
Engineering Documental are speclaltystnrdural componentdesigns and maybe part of the projeWs
o+, TAT OFyw`
deferred orphaned submttsk. AsaTmss Design Engineer(Le,Specialty
', s•co-hc,•r�'��;
Engineer), the seal here and on theTDD represents an acceptance of professional engincerhrg
!S�flN.AV
olo%`�', `
responslbilityforthedes(gn of thesingleTmssdepicted onthe TDD only. The Building Designerls
W.
responsbleforand shallcoordinate and mvlewthe TDDsfor
,ertu rea :e ueneroamr[actti r% -,.
mnipatbiftywiththe'vwrittenengineedngmqu'nementr. Pleaserevie-watTDDsandallrelatecinotes.
Manuel Martinez,P.E ;LL _
4620 ParkView or
SLCkrud,FL34771 ,
Page 1 of 2
*C Lumber design values are in accordance with ANSUTPI 1-2014 section 6.3
A -I ROOF These truss designs rely on lumber values established by others.
�TRUSSES
APLOPMACORPORAMON
RE: Job 75828
No.
Seq #
Truss Name
Date
37
STDL02
STD. DETAIL
6/11119
38
STOL03
STD. DETAIL
6/11119
39
STDL04
STD. DETAIL
6/11/19
40
STDL05
STD. DETAIL
6/11/19
41
STDL06
STD. DETAIL
6/11/19
42
STDL07
STD. DETAIL
6/11/19
43
STDLOB
STD. DETAIL
6/11/19
44
STDL09
STD. DETAIL
6/11/19
45
STDL10
STD. DETAIL
6/11/19
46
STDL11
STD. DETAIL
6111119
47
STDL12
STD. DETAIL
6/11/19
48
STDL13
I STD. DETAIL
6111/19
49
STDL14
STD. DETAIL
6/11/19
50
STDL15
STD. DETAIL
6/11/19
51
STDL16
I STD. DETAIL
6/11119
Page 2 of 2
.10
7 828
TOT
�--T-
12
6 p
T1
0
�I
a
B
A
aa5X6(A9R)
SEAT PLATE REQ.
H
Truss Truss Type
AO1G I HIPS
N7X6(R) e14X10 Ia5X6 =4X8
m4X4
=4X8
`=6X6
1ty 1vi
5y I ubrnauTu
aa6X8 m4X6 =4X8 =5X6
az4X6
=4X8 -H0710
E6X6
aas4X8
2567
=4X10 197X6(R)
N O
5X6(A9R)
T7
T
O
S R
1
e'-4X4
SEAT PLATE REQ.
H
465#132#132#132#132#132#132#13 132#132p132#132#132A32#132#132#132g132#132#132#132#132#132#132#465#
Loading Criteria (ps0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE7.10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Open Clear
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 15.00 it
NCBCLL: 0.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 6.00 It
Loc. from Birdwell: not in 6.50
GCpI: 0.00
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2 :T1 2x4 SP #2
Sot chord 2x8 SP 2400f-1.8E
Webs 2x4 SP 2400f-2.OE
Code! Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HIS
DeflICSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.892 H 838 37,
VERT(CL): 1.560 H 479 37,
HORZ(LL):-0.136 C -
HORZ(TL): 0.239 C - -
Creep Factor: 2.0
Max TC CSI: 0.665
Max BC CSI: 0.312
Max Web CSI: 0.265
Wgt: 2177.0 Ibs
VIEW Ver. 18.02.01 A.0205.19
Plating Notes
All plates are 1.5X4 except as noted.
Purling
Nailnote
In lieu of structural panels or rigid ceiling use, puffins
to laterally brace chords as follows:
Nail Schedule:0.131"x3", min. nails
Chord Spacing(in oc) Start(ft) End(ft)
Top Chord: 1 Row @10.00" o.c.
TC 24 7.00 55.67
Bot Chord:1 Row @12.00" o.c.
BC 120 0.15 62.52
Webs : 1 Row @ 4' o.c.
Apply pudins to any chords above or below fillers
Repeat nailing as each layer Is applied. Use equal
at 24" OC unless shown otherwise above.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
AE 7122 /- /- !- 14241 /-
P 7122 /- I- P /4241 /-
Wind reactions based on MWFRS
AE Brg Width = 8.0 Min Req = 1.5
P Brg Width = 8.0 Min Req = 1.5
Bearings AE & P are a rigid surface.
Bearings AE & P require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Corl Chords Tens. Comp.
A-B
14 -6
I-J
4271 -6862
B - C
1947 -3003
J - K
4283 -6881
C - D
1649 -2675
K - L
3455 -5561
D - E
3454 -5560
L - M
3455 -5561
E - F
3454 -5560
M - N
3455 -5561
F - G
3454 -5560
N - O
1649 -2675
G - H
4271 -6862
O - P
1847 -3003
H-1
4271 -6862
P-Q
14 -6
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
spacing between rows and stagger nails in each row
B -AD
2675 -1649
' X - W
6896 -4292
to avoid splitting.
Wind AD -AC
4355 -2704
W - V
6464 -4020
In addition, apply (1) 0.22'-0.25" min/max dial. X 4.5"
Wind loads and reactions based on MWFRS. AC -AB
4355 -2704
V - U
6464 -4020
length wood screw (from each outside face) at each Joint
location. AS -AA
4355 -2704
U -T
4355 -2704
(1)112" bolts may be used for
Left bottom chord exposed to wind. AA- Z
6471 -4024
T - S
4355 -2704
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Additional Notes Z -Y
6471 -4024
S - R
4355 -2704
WARNING: Furnish a copy of this DWG to the installation contracto)r.(Failu6
to -4292
R - P
2675 -1649
Special Loads
follow provisions of BCSI in handling and installation of trusses can result
in serious
-(Lumber Dur.Fac. 1.25 / Plate Dur.Fac =1.25)
injuries. Do not permit inexperienced and uninstructed people torlh't*pYMAY@ TWces
Per Ply (Ibs)
TC: From 78 plf at -2.00 to 78 plf,at 7.00
"WARNING" note below. BCSI recommends retaining a register&'alrthsfesTiertalComp.
Webs
Tens. Comp.
TC: From 39olf at 7.00 to 39 plf at 55.67
engineer for the design of temporary bracing.
TC: From 78 pit at 55.67 to 78 plf at 64.67
C -AD
1171 -736
J - W
103 -167
BC: From 20 plf at 0.00 to 20 plf at 7.03
AD- D
1245 -19M
W - K
491 -311
BC: From 10 plf at 7.03 to 10 plf at 55.64
D -AC
129 -86
K - V
112 -71
BC: From 20 plf at 55.64 to 20 plf at 62.67
D -AA
1411 -879
K - U
662 -1058
TC: 310 lb Conc. Load at 7.03,55.64
AA- G
668 -1067
M - U
92 -150
TC: 2271b Conc. Load at 9.06,11.06,13.06,15.06
E-AA
91 -149
U-N
1412 -880
17.06,19.06,21.06,23.06,25.06,27.06,29.06,31.06
G-Z
133 -84
N-S
128 -85
31.60,33.60,35.60,37.60,39.60,41.60,43.60,45.60
G-Y
457 -290
N-R
1244 -1983
47.60,49.60,51.60,53.60
Y - J
25 -40
O - R
1171 - 736
BC: 465lb Conc. Load at 7.03,55.64
BC: 1321b Conc. Load at 9.06,11.06.13.06,15.06
H -Y
102 -164
17.06,19.06,21.06,23.06,25.06,27.06,29.06,31.06
31.60,33.60,35.60,37.60,39.60,41.60,43,60,45.60
47.60,49.60,51.60,53.60
"WARNING' PleasethoroughlyneWewthe-A-1 ROOFTRUSSES('SELLER'), GENERALTERMS arMCONDmONS CUSTOMERrBUYEW) ACKNOWLEDGMENT'folm.
nary design parameters and read notes on this Truss Design Drawing (TDD) and Me Specially Engineerreference sheet before use. UNess otherMse stated on the TDO, only Rate.
onnector plates shall be used forthe'[D13to le vard. M a Tmss Design Englnee,ing Q.e. Specialty E,gineer), the swl an an TDO mpresents an acceptance of the pmfesslohe aagineenn
,sponslbilityfarthe deslgnofthesingle Tmssdepioted on Me TDD only, under TPI-I, The design assumptions, loading conditions, suitability and use of lhls Truss for any Building is the
vA.1 ROOF
ullding is the responsibility of the Owneg Me Owneh authorized agent or Na Building Designer, In the Mntest of the IRC, the IBC, local building code antl TPl-1. The approval of
=TRUFSE5
rsponsibiliry, of Me Owner, the O ofs sethodzed agent or the Building Designer, in the contest of the IRC, Me IBC, local building code and TPI4. Theapprovalofthe TDDand any fieltl
A-1 Roof Trusses
sal of the Truss, indthing handling. storage, installation and bating shell be the hasponslNlly of Me Building Designer and Contractor. M notes setputin Me TDD and Me pad�send
uidelinesofthe Building Component Safety lnformadon(BSCI) WNlshetl by TPl and SBCAam referenced forgeneareTPI lguidan. -ldefinm NeresponslbilAesanddudesofthe Truss
resigner, Specialty Engineer and Tress Manufacturer unless othaWSs defined by Contract agreed upon in willing by all parties Involved. The SpecialtyEngineer Is NOT the
4451 S(. Lucie Blvd.
Mang Designer or Truss System Eroneerof anybaban, Al capitalized burns are as dafined In TPI-1.
nor hl 0 201611 RmlTn---RnnrM„tllm nflhi"M.i.. in-fwr,.4 nmMh. vidM„I the wri.I on-1w.ofA-1 RmfTm
Fort Pierce. FL 34946
Job Truss
75828 A02
i-
G5X6
a3X4
12 D
6
a4X8(A8R) T1
C
B
Truss Type city Ply 06/11/2019
H1 1 29g8
IPM
40'
=-4X10 m4X6 m3X10 m4X6 a6X10 101.5X4
101.5X4 I01.5X4
E F G H I J K L
FAAF --",qqN
V"'AM Vibmal
VAA160,
"'4
NAV
qqqm
16 wo
A
W V U T B2
1111.5X4 =4X1O E1-10510 1111.5X4
SEAT PLATE RED.
1- T -1
S R Q U3 P O N r M
mH0510 =5X6
�Vil 011.SX4 a5X10 101.5X4 107X10(R)
Loading Criteria (aa0
TCLL: 20.00
TCDL: 17.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Open Clear
Risk Category: II
EXP: C Kzt: NA
Mean Helght: 15.00 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.90 ft
Loc. from endwall: not In 6.50
GCpl: 0.00
Wind Duration: 1.60
Code I Mise Criteria
Cade: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10 0 /10 10
Plate Type(s):
WAVE, HS
-
DegICSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.421 G 999 361
VERT(CL): 1.023 G 572 29:
HORZ(LL): 0.089 D - -
HORZ(TL): 0.217 D - -
Creep Factor. 2
Max TC CSI: 0.793
Max BC CSI: 0.961
Max Web CSI: 0.984
Wgt: 306.6 Ibs
VIEW Ver. 18.U2.01A.0205.19
Lumber
Top chord 2x4 SP M-30 :T1 2x4 SP #2:
Bot chord 2x6 SP #2 :82, 83 2x6 SP 24001-2.0E:
Webs 2x4 SP #3 :W5 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Puriins
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 9.00 49.00
BC 85 0.15 49.00
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.
Left bottom chord exposed to wind.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken dudng handling, shipping and Installation of trusses. See
"WARNING' note below.
♦ Maximum Reactions (Ibs)
TT
o
-v b+
11
B 2568 /- /- 12702 1494 1319
M 2390 /- /- 12469 /550 1-
Wind reactions based on MWF S
B Brg Width = 8.0 MinnIReq = 3.6
M Brg Width= - Min IReq=-
Beadng B is a'rigid surface. I
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chards Tens.Comp. Chords Tens. Comp.
A - B 70 0 G - H' 1743 -7686
0-C 1180-5455 H-1 1389 -6161
C-D 1176-5201 I-J 1389 '-6161
D - E 1095 -4743 J - K 1389 -6161
E- F 1743 -7686 K- L 0 0
F - G 1743 -7686
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-W
5008-1172
R-0
7516 -1701
W- V
5008 -1174
Q- P I
7516 -1701
V- U
6807 -1554
P- O r
3771 -851
U-T
6807-1554
O-N
3771 -851
T-S
6807-1554
N-M
3771 -851
S - R
7516 -1701
Maximum Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
W-C
112 -11
H-Q
281 0
C-V
145 -439
H-P,f
376 -1636
D-V
1644 -354
J-P
271 -592
V - E
554 -2492
P - K
2885 -650
E- T
275 0
K- N
3(15 0
E-S
1134 -333
K-M
1020 -4521
G - S
229 .605
L - M
116 -255
S - H
594 -421
-WARNING"" Please thoroughly WNMMe"A-1 ROOF TRUSSES(°SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER CBUYER") ACKNOWLEDGMENT' form.
r_---.--..------- ..a.--.L...m —mie"..nxinn nrn —rtnnl and N,nAmHnIN Fnnlnan, mfmmn—ahA hefdeuse. UN..af nMsa alated an Ne MD. only Alpne
One
guidance. TPFl defines
all paran imoWed. Ole'
RmfTnrxuu
�
d
AA-1 ROOF
TRI195E5
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Joy I MSS I miss t ype uty rly wr i uw ma
75828 A03 HIPM 1 1 2812
bo5X6 -3X8 =3X6 1111.5X4 =3X6 m6X8 111.5X4
D E F G H I J
12 g T
� T1 (a)
�1.5X4C (a) (a) (a) o n
(a n
l�
e3X10(B8)g
A 1I
91 a3QX8 mH0308 101.5X4 ssX10 =3X6 1015X4 m5X6(R)
SEAT PLATE RED.
434°
�— 2' —{
SEAT PLATE RED.
Loading Criteria (ps9 Wind Criteria Code I Misc Criteria
DefIi Criteria A Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE7-10 Code: FBC 2017 RES
PP Deflection in loc Udefl L/# Gravity
Non -Gravity
TCDL: 17.00 Speed: 160 mph TPI Sld: 2014
VERT(LL): 0.238 O 999 360 Loc R+ I R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.579 O 895 259 B 2291 /- /-
11626 7765 /337
BCDL: 10.00 Risk Category: II FTIRT:10(0)/10(10)
HORZ(LL): 0.076 K - - R 2112 /- 1-
11237 1`741 /-
EXP: C Kzt: NA. Plate Type(s):
HORZ(TL): 0.184 K - - Wind reactions based on MWFRS
Des Ld: 47.00 Mean Height: 15.60 it WAVE, HS
B Br Width = 8.0
Creep Factor: 20.
Min Re 1.9
NCBCLL: 10.00 TCDL: 5.0 psf
R Big Width = 8.0
Maz TC CSI: 0.748 9
Min Re 2.5
q =
Load Duration: 1.25 BCDL: 5.0 sf
P
Bearings B & R are arigid surface.Spacing:
Max BC CSI: 0.986
24.0 ° MWFRS Parallel Dist: h/2 to h
Bearings B & R require a seat plate.
C&C Dist a: 4.33 ft
Max Web CSI: 0.952
Maximum Top Chord
Forces Per Ply (Ibs)
Loc. from not in 13.00 ft
Wgt: 235.2 lbs Chords Tens.Comp.
Chords Tens. Comp.
i: 0.18 .18
GCpI:
Wind Duration: 1.60
VIEW Ver. 18.02.01A.0205.19 A-B 70 0
F-G 1767 -3939
Lumber
6 - C 1754 -4004
G - H 1767 -3939
C - D 1580 -3589
H -1 1767 -3939
Top chord 2x4 SP M-30 :T1 2x4 SP #2:
D - E 1519 -3165
I - J 0 0
Bot chord 2x4 SP M-30 :Bt 2x4 SP 2400f-2.0E:
E - F 1767 -3939
Webs 2x4 SP #3 :W5 2x4 SP #2:
Bracing -
Maximum But Chord
Farces Per Ply (Ibs)
(a) Continuous lateral restraint equally spaced on member.
Chords Tens.Comp.
Chords Tens. Comp.
Puriins
B-Q 3490-1816
N-M 2529 -1132
Q - P 4111 -1893
M - L 2529 -1132
In lieu of structural panels or rigid ceiling use puffins
P - O 4111 -1893
L - K 2529 -1132
to laterally brace chords as follows:
O-N 4111 -1893
Chord Spacing(in op) Stari(ft) IEnd(fl)
TC 24 11.00 43.33
BC 73 0.15 43.33
Maximum Web Forces Per Ply (Ibs)
Apply puffins to any chards above or below fillers
Webs Tens.Comp.
Webs Tens. Comp.
at 24' OC unless shown otherwise above.
C - Q 346 -400
N - I 1688 -760
Wind
D-Q 1061 -323
G-N 422 -646
Wind loads based on MWFRS with additional C&C member design.
Q - E 513 -1174
I - L. 359 0
Right end vertical not exposed to wind pressure.
E - 0 294 0
I - K 1394 -3113
E - N 152 -207
J - K 187 -235
"WARNING' Please thoroughly revlew Me 'A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER CBWEW) ACKNOWLEDGMENT' form.
Verify design parameter and read notes on this Truss Design DrowoMg (Too) add Me Specialty Engineer referenm sheet berare use. UNessoNerMse stated on to TDD, only Alphm
—
connectordidesshallbeusedfortheTODtobevalid. As a Truss Design Engineering (ia.Swelany Engineer), the seal on any TDD represents an acceptance&the pmfeso.fial engineenn
resmnslbllity for the design of the single Tmss depicted on the MD only, under TPI-t. The design assumptions, loading condltlons, WIMblllty, and use of this Truss forany Building is the
EJA_f ROOF
�0TRUSEES
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the conesdof the IRC, the IBC, local building code and T 1I1. Theappavalofthe
responsibility, of the Oamer, the Owners authorized agent or the Building Designer, Into mntestof the IRC, the IBC, local building code and M-1. The approval of 0e TDD and any field
°
use ofihe Truss, Including handling, storage, installation and bmdng shall be the responsibility of the Building Designer and Contractor. All notes set out in the MD and to padoes and
the guiding Component Safety lnfermagon(Ei TPI
A-1 Roof Trusses
guidelines of Published by and SBCA are referenced lorgeneal guidance. TPI-1 defines the responsibilities and doges slum Truss
Designer, Specialty Engneer and Truss Manufacturer, unless otherwise defined byeContactagreei upon In vniGng by all pelves involved -The Specialty Engineer is NOT the
4451 St. Lucie Blvd.
BuOdmg Deslgnerornes System Engineer of any building. All dspitallmo terms are as defined in TPI-1.
rne»wmwan+a A.t wrmm..,e<-BamMimlm enm. n,.oimam. m ae�remr. u omnlnnan wmnre m.,,,mrno aema�aM mA-t
Bmrrmaa.
Fort Pierce, FL 34946
Job
75828
Truss Truss Type Qty I Ply
A04 I HIPM 1 1
06/11/2019
2919
J
i 13' 30'4'
12
6 p 83X1
03X4C
m3X10(83)e
37 A
R
YI1.SX4
SEAT PLATE RED.
Loading Criteria (pan
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 a
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.33 It
Loc. from endwall: not in 13.0
GCpI: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T3,T4 2x4 SP M-30
Bol chord 2x4 SP M-30
Webs 2x4 SP #3 :W5 2x4 SP #2:
,-5X6
E
0 Is
m3 8 mH0308
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
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purllns
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 13.00 43.33
BC 66 0.15 43.33
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.
Left bottom chord exposed to wind.
m3X8
F T3
m3X6 M6X8T4
G H
121.5X4
J
(a)
Tj(a)
(a)
)
(a5
o
a
t
O
N M
L
I S
81.5X4
a4X10 m4X6 12X4
N5X6(R)
I
SEAT PLATE REQ.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs) I
PP Deflection in loc Udefl L/# Gravity I Non -Gravity
VERT(LL): 0.239 O
999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.484 O
999 259 B 2291 /- /- /2281 /942 Y282
HORZ(LL): 0.085 K
- - S 2112 A l- /1847 /950 I-
HORZ(TL): 0.175 K
- - Wind reactions based on MWFRS
Creep Factor. 2.0
B Brg Width = 8.0 Min1l Req = 2.7
S Brg Width = 8.0 Mini Req = 2.5
Max TC CSI: 0.724
Bearings B & S are a dgid surface.
Max BC CSI: 0.965
Bearings B & S require a seat p
Max Web CSI: 0.948
late.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 250.61bs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 18.02.01A.0205.19 A-B 70 0 F-G 3707 -3228
B - C 4305 .4004 G - HI 3707 -3228
C - D 3750 -3400 H -1 3707 -3228
D- E 3771 -3336 I- J 0 0
E - F 3479 -2969
I
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
S - R 3476 -4074 O - N 3536 -4087
R-Q 3474-4067 N-M 2118 -2419
Q-P 3536-4087 M -L 2118 -2419
P-0 3536-4087 L-K 2118 -2419
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
R-C
397 -446
H-N
362 -555
C - Q
705 -738
N - I
1473 -1708
E-Q
1185-1432
I-L
589 -680
Q-F
817 -752
I-K
3185 -2788
F - O
525 -607
J - K
188 -237
F - N
505 -431
"WARNING" Please thoroughly A. she-A-1ROOF TRUSSES('SELLER•), GENERAL TERMS and CONDMONS CUSTOMER CBUYER-)ACKNOWLEDGMENT-form
verily design parameters and read notes on this Truss De99n Drawing TOD) and the Specialty Engineer reference sheet before use. unless otherwise stated on the Too, only Alpine
mnnedor pFates shell be used forthe TOD to be valid As a Truss Design Engineering (Le. Specalty Engineer), the seal on any TOD represents an acceptance of the prefesslonal engineen
m .-e«.nei II . n. e n Ancinn nI1Fc alnnW Tn�ee Rnn1�1eR nn IM1e Tnll nnly. 1-d-TP1.1. The cfeclon a-uoflnns, loadlne nondlllons. subabillN and use otthis Troae for env Buildlnp Is the
and
MA.1 RmlTn,unx.
n9611
1
a?
MA.1 ROOF
AMP =TRUSSE5
rw.w.cmwwnox
A-1 Roof Trusses
4451 St. Lucia Blvd.
Fort Pierce, FL 34946
Job Truss
75828 A05
I was t ype
HIPM
Ivry rly
1 1
UU/II/LU IV
2826
M
)-1s
SEAT PLATE REQ.
I- 2' -I
Loading Criteria (psq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7.10
TCDL: 17.00
Speed: 160 mph
SCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 15.00 fit
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.33 ft
Loc. from endwall: not in 13.0
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4. SP 2400f-2.0E :T1 2x4 SP. M-30
:T2 20 SP #2:
Bot chord 2x4 SP 2400f-2.0E :B1 2x4 SP M-30:
Webs 2x4 SP #3:W5 2x4 SP #2:
H5X6 M3X8 =3X6111.5X4 =6X8 1111.5X4
E F G H I J
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
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)
TIC 24 15.00 43.33
BC 76 0.15 43.33
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.
Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
SEAT PLATE REQ.
DeBICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/dell L/#
Gravity Non -Gravity
VERT(LL): 0.188 O 999 360
Loc R+ / R- / Rh 1 Rw / U / RL
B 2291 /_ P /2314 /822 1322
VERT(CL): 0.374 O 999 259
HORZ(LL): 0.073 K - -
S 2112 P P /1867 1878 /-
HORZ(TL): 0.146 K - -
Wind reactions based on MWFRS
Creep Factor: 2.0
B Big Width = 8.0 Min Req = 2.7
Max TC CSI: 0.796
S Big Width '= 8.0 Min Req = 1.7
Max BC CSI: 0.959
Bearings B & S are a dgid surface.
Max Web CSI: 0.914
Bearings B & S require a seal plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 260.4 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 18.02.01A.0205.19
A-B 70 0 F-G 3118 -2706
B - C 4235 -3977 G - H 3118 -2706
C-D 3496-3215 H-1 3118 -2706
D-E 3528.3186 I-J 0 0
E - F 3261 -2776
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - R 3487 -4051 O - N 3065 -3556
R - Q 3480 -4042 N - M 1736 -1989
Q - P 3065 -3556 M - L 1736 -1989
P - O 3065 -35% L - K 1736 -1989
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
R-C
505 -573
H-N
341
-521
C - Q
915 -930
N -1
1426
-1660
E-Q
1098 -1322
I-L
548
-633
Q - F
448 -425
I - K
2592
-2524
F - O
480 -554
J - K
177
-222
F - N
644 -550
"WARNING" Please thoroughly review fhe'A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER(°BUYER-) ACMOWLEDGMENr form.
by a
the IRC, rue IBC, I.I bulld[ng rude end TPI-1. The approval of the
C, local building code and Wi-1. The approval of the TDD and any geld
gneraMConnaw. All notessetoutintha TDD and rue praoicesand
Is2lguidance. TPIuedene lheresponsibili.arisN Tfln. of Ne Tm<.
Ig by all paNes invdved. Tie Spetlaly Ergineeris NOT Iha
�-A-1 ROOF 9TRILISrE5
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
job Inks IMIS Type Cry I Ply 06/11/2019
75828 A06 HIPM 1 1 2s33
/-
ER
i 17 264
434"
F'. 2• � I
Loading Criteria (pep
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.33 ft
Loc. from Birdwell: not In 13.0
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 :T4 2x4 SP 2400F2.0E
Bot chord 2x4 SP M30
Webs 2x4 SP #3 :W5 2x4 SP M-30:
Code / Mlsc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0v10(10)
Plate Type(s):
WAVE, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
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)
TC 24 17.00 43.33
Be 77 0.16 43.33
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.
Left bottom chord exposed to wind.
Deb/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.180 N 999 361
VERT(CL): 0.347 N 999 251
HORZ(LL): 0.074 J - -
HORZ(TL): 0.148 J - -
Creep Factor. 2.0
Max TC CSI: 0.883
Max Be CSI: 0.958
Max Web CSI: 0.991
Wgt: 252.0 Ibs
RED.
♦ Maximum Reactions (Ibs)
Gravity j Non -Gravity
Loc R+ I R- / Rh / w / U ! RL
B 2291 /- !- 12346 /803 1361
Q 2112 /- I- /1890 1871 A
Wind reactions based on MWFRS
B Big Width =8.0 MinlReq=2.8
Q Brg Width = 8.0 Min Req = 2.5
Bearings B & Q are a rigid surface.
Bearings B & Q require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01A.0205.19 IA-B 70 0 E-F I 3062 -2636
B - C 4115 -3915 F - G 3062 -2635
C - D 3280 -3043 G - H 3062 -2635
D-E 3313-2992 H-1 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - P
3478 -3981
M - L
1824 -2099
P - O
3471 -3972
L - K
1824 -2099
O - N
3471 -3972
K - J
1824 -2099
N - M
2594 -3054
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
P-C
578 -658
M-H1
1139 -1352
C-N
1056 -1071
H -K,
677 -783
E-N
1082-1169
H-J 1
2923 -2540
E-M
167 -118
1-1
214 .274
F-M
449 -670
-VIARNING" Pleasethoroughlyreview Me -A-1 ROOF TRUSSES('SELLER•); GENERALTERMSand CONDRIONS CUSTOMER ('BUYER') ACKNOWLEDGMEtrr"fomt.
turfy design parameters and read notes on Nis Truss Design Dl xrg(r0D) and the Specalty Engineer reference sheet before use. Unless othen•Ase slated on to TDD, only Alin.
onnactor plates shall be used for the TDD to be void. As a Truss Design Engineering (l.e. Spedalty Engineer), to seal on any TDD represents an acceptance of the professional engineedn
isponslbliWor the design of the single Truss deploudl on the TDD only, under TPI-I. The design esisumpgons, loading conditions, suitability and use of this Truss for any Building is the
A•/ROOF
ullding Is the responslbllltyof the Owner, the Owner's aulhodzad agent or the Building Designer, In the contend of Ne IRC, to IBC, local bulking code and TPI-1. The approval of the
TR1155E5
noonebllity of tie Owner, the Ovmeys authorbed agent or 0e Building Designer, in the content of Na IRC, tie IBC, local building code and TPI-1. The approval cf the TDD end anyfleld
seoftre Truss. inrludingbandling, stprege, hlstaratbn and bessu shall bate responslbilityci Building Designerend Contester. Allnotessntoutin Ne TDDerd Neprodicesand
"PI
A-1 Roof Trusses
u'delirres of Ne Building Component Safety lrdonandon(BSCI) published byand SBCAare ce referend for general guidance. WP idefinastheresponslbllitie dWwafrhe Tuu
resigner, Si,ecially Engineer and Truss Manufacturer, unless othervAse defined by a Contact agreed sliest in viiing by all press involved. The SpeCalty Engineer is NOT the
4451 St. Lucie Blvd.
ulding Designer or Tmas System Engineer of any building. An sapiteri.dl terms ere as darned in TPI-1.
nmMnM0 M16 A.1 Rmf Tnrwn-RaruMiu .M ' M1la d—m"nn. In anv fivni a nrMlNIM wI1Mm Mn wMlun mrmlxtlm M HI area Thiwu.
FOR Plefge, FL 34946
J4
75828
SEAT PLATE REQ.
Truss
A07
I was type
HIPM
Ury I Fly uoflueule
1 1
2V4'
SEAT PIATE REQ.
3121
Loading Criteria tong
Wind Criteria
Code I Mlsc Criteria
Deg/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE1.7-10
Code: FBC 2017 RES
PP Deflection In lac L/de8 L/# Gravity Non -Gravity
TCDL: 17.00
Speed: 160 mph '
TPI Std: 2014
VERT(LL): 0.193 E
999 360 Loc R+ / R. / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.372 E
999 259 B 2291 1- I• 12375 1786 /400
BCDL: 10.00
Risk Category: If
FT/RT:10(0Y10(10)
HORZ(LL): 0.071 K
- - R 2112 I- I- 11916 1864 1-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.141 K
- - Wind reactions based on MWFRS
Des Ld: 47.00
Mean Height: 15.00 it
WAVE, HS
Creep Factor. 2.0
B Brg Width = 8.0 Min Req.= 2.8
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.745
R Br Width = 8.0 Min Re 2.5
9 q =
Load Duration: 1.25
BCDL: 5.0 lost
P
Max BC CSI: 0.979
Bearings B & R are arigid surface.
Spacing: 24.0'
MWFRS Parallel Dist: Itto 2h
Bearings B & R require a seat plate.
C&C Dist a: 4.33 ft
Max Web CSI: 0.942
Loc. from not in 13.00 It
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 268.8 lbs
Chords Tens.Comp. Chords Tens. Comp.
i:
GCpl: 0.18 .18
Wind Duration: 1.60
VIEWVer, 18.02.01A.0205.19
A-B 70 0 F-G 2652 -2277
Lumber
-
B-C 4112-39% G-H 2652 -2276
Top chord 2x4 SP 42:73,
T4 2x4 SP M-30:
C - D 4094 -3799 H -1 2652 -2276
But chord 2x4 SP M-30
D- E 4111 -3764 I- J 0 0
Webs 2x4 SP#3:W52x4 SP#2:
E-F 3078-2797
:W7 2x4 SP M-30:
Bracing
(a) Continuous lateral restraint equally spaced on member.
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)
TC 24 19.00 43.33
BC 77 0.15 43.33
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.
Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Q 3634 -4074 N - M 1517 -1753
Q-P 3104 -3539 M-L 1517 -1753
P-0 3104-3539 L-K 1517 -1753
O-N 2396 -2a39
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - Q
280 -376
G - N
423 - 627
Q-E
896 -967
N-1
1190 -1409
E - O
927 -946
I - L
622 -719
F-O
1213-IW5
I-K
2717 -2352
F-N
284 -356
J-K
197 -251
"WARNING" Please thoroughly review the -A-1 ROOF TRUSSES CSELLER-), GENERA -TERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGMENT• Iona.
Verify design parameters and read notes on Wanes. Design Drewing CMD) and to Spedalty Engineer referenm sheet before use. Unless othenose stated on the TDD, only Alpire
connector plates shall be used for as TDD to be valid; As a Truss Design Engineering ne. Spedalry, Engineer). the seal on any Too represents an aoleplance arts professional engineers
responniblliWor the design of the single Truss depicted on the TDD only, under TPI-1,Tho design assumpgons, loading rand flan, suitability and use of this Truss for any Building is the
Building is the resp riabiny of the Owner, the Owner's aulhodaed agent or the Building Designer. In the contend of the Vc. the ISC. lore) building node and TPI-1. The egnroval of the
�1#69A-1 ROOF
5TRD55E9
nxmlWnn of A-1 RmfTn.—
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job
75828
I ruse
A08
Truss Type
HIPS
try 11y 106111/2019
3424
SEAT PLATE REQ.
Loading Criteria (psq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 5.0 psi
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.33 it
Loc. from endwall: not in 13.0
GCpl: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2 :T2, T4 2x4 SP M-30:
Bot chord 2x4 SP M-30
Webs 2x4 SP #3:W7 2x4 SP #2:
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
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)
TC 24 20.38 42.29
BC 86 0.15 43.33
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MW FRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
-WARNING- Please thoroughly review Me'A-1 ROOF TRUSSES (SELLER).
Def11CSl Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc
Udefl L/# Gravity Non -Gravity
VERT(LL): 0.158 E
999 360 Loc R+ / R. / Rh 1 w / U / RL
VERT(CL): 0.384 E
999 259 B 2291 1- /- /1756 1463 /428
HORZ(LL): 0.052 L
- - S 2112 /- /- /1328 /648 /-
HORZ(TL): 0.127 L
- - Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.7
Max TC CSI: 0.871
S Brg Width = 8.0 Min Req = 2.5
Max BC CSI: 0.998
Bearings B & S are a rigid surface.
Bearings B & S require a seat plate.
Max Web CSI: 0.845
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 287.0 lbs
Chords Tens CompChords Tens. Comp.
VIEW Ver. 18.02.01A.0205.19 A-B 70 0 F-G 1050 -2100
B - C 1486 -4007 G - H 748 -1504
C - D 1430 -3689 H - I 748 -1504
D - E 1462 -3634 I - J 748 .1504
E-F 1200-2622 J-K 22 -18
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - R 3483 -1787 O - N 2OW -1008
R - Q 2748 -1428 N - M 2090 -1008
Q-P 2748-142B M-L 204 -104
P - 0 2253 -1120
AL TERMS and CONDTIC
glneerreferanmsheelbefoi
y Engineer). Me seal on an
sssuapflona. loading mount
r to conleri of the IRC. be
'the IRC, Me IBC. 1.1 bulb
,e Building Deagnerand Coa fenmd forgeneal gaidam
ed upon in writing by all pan
mmm.wMn nl Mf FMI Tnixw.v.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs' I Tens. Comp
C-R
382 -518
G -M.
537 -1055
R-E
766 -233
M-J
2149 -1001
E-P
528 -849
I-M
447 -644
F-P
SW -338
J-L
1025 -2012
F-O
193 -344
K-L
38 -39
O-G
421 -102
CUSTOMER rBUYER') ACMOWLEDGMENT' form.
local
The
ofthe Truss
IA-1 ROOF
TRUSSES
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
Job
75828
I mss
B01
I runs t ype ury I rly
MONO 1 1
U01i ,Zulu
5160
Loading Criteria (pan
TCLL: 20.00
TCDL: 17.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
R
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
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 42
Webs 2x4 SP 43
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)
BC 74 0.15 6.33
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
SEAT PLATE REQ.
i— 6'4"
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
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
Defl/CSI Criteria
PP Deflection in loc Udefi L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.009 D - -
HORZ(rL): 0.017 D - -
Creep Factor. 2.0
Max TC CSI: 0.589
Max BC CSI: 0.491
Max Web CSI: 0.259
Wgt: 28.0 Ibs
VIEW Ver. 18.02.01A.0205.19
I—
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 503 /- P /546 1188 /212
D 274 I- /- /303 1100 (-
Wind reactions based on MWFRS
B Brg Width= 8.0 Min Req = 1.5
D Erg 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 70 0 B-C 69 -181
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - D 25 -25
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - D 269 -200
"WARNING" Please thoreughlyravlewthe"A-1 ROOFTRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BWEW) ACKNOWLEDGMENT' forth.
'adty design pareme[eni and reatl notes an Nis Ttuss Design Drawing RDO1 eM the BoetlalN Erwineerrererence sheet before use. Unless oUeiwise statetl on the TOO. eniv rJnne
cotle anO TPI-1. Theappho,W ofthe TDDandanylaltl
actor. All notes set out In to Too and to przdices and
TPI-1 defines to responsibilities and defies ote Truss
involved. The Specialty Engineer is NOT the
�a=TTHUSSE5
•ruv®.cowwm
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
Job IfUBS
75828 CA
-T-
4"3
1
Truss Type
JACK
12
E
Qty Ply
4 1
C
SEAT PLATE REQ.
i 21 . 1g 11 "11
Loading Criteria gasp
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: It
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duraflon: 1.25
BCDL: 5.0 psf
Sparing: 24.0"
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
Top chord 2x4 SP #2
Bat 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) 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.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT1RT:10(Ov10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
06/11/2019
3*54
TTT
iN
N
Defl/CSI Criteria
PP Deflection in too 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: 0.873
Max BC CSI: 0.108
Max Web CSI: 0.000
Wgt: 7.O Ibs
VIEW Ver. 18.02.01A.0205.19
"WARNING" Please thareughly revimflue-A-1 ROOFTRUSSES CSELLER-), GENERA -TERMS and CONDMONS CUSTOMER ('BUYER')
Ai.
1
♦ Maximum Reactions (Ibs)
Gravity
Loc R+ /R- /Rh /
B 428 /- f- /487 1226 168
D - /-47 A 131. 150 /-
C - /-129 A 197 /172 (-
Wind reactions based on MWFRS
B Brg Width =8.0 Min lReq=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 Chard Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 70 0 B-CO 183 -85
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
NLEDGMENT'form.
Do, oNy Alpine
pmfesslpnel engineedn
any Building is Ne
MA-0ROOF
�6TRUSSES
ie approval of rho
e TDD and any field
id ditnes fdi.dea and
id dudrs ofNe Tauss
A-1 Roof Trusses.
N nmhinaxd Wmnul inn v n nmmiaan of&t RWT—R.
NOT the I 4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job
75828
Tm55
CJ3
truss type
JACK
ury I rly
4 1
U011 II..IJ
3151
Loading Criteria (cep
TCLL: 20.00
TCDL: 17.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
Top chord 2x4'. SP #2
Bot chord 2x4 SP #2
T3
SEAT PLATE REQ.
L
121 - 1 . 2'11"11 �{
Wind Criteria
Wind Std: ASCE.7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C KzD NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 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 puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 34 0.15 2.97
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code:FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE'
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
"WARNING" Please Noroughly review the-A-1ROOF TRUSSES
'eery design parameters and mad notes on this Tmss Design Drawing Milt
W
the
Deg/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in Too Vdefl L14
Gravity Non -Gravity
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 373 1- I- /409 /160 /122
VERT(CL): NA
HORZ(LL): 0.002 D - -
D 44 1- /- 161 /30 1-
HORZ(TL): 0.002 D - -
C. fit /- I- /41 148 /-
Creep Factor.2.0
Wind reactions based on MWFRS
Max TC CSI: 0.503
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.141
D Brg Width = 1.5 Min Req = -
Max Web CST: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B Is a rigid surface.
Wgt: 12.6 lbs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01A.0205.19
Chords Tens.Comp. Chords Tens. Comp.
A-B 70 0 B-C 28 -86
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
GENERAL TERMS erM CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form.
altst Emineer reference sheet before use. Unless othemnss stated. the TM osN Alpine
�ROOF
TRI SoRDSEr5E5
w nrru ImIcn 0 AA RmrTn:cwn.
:fines the responsimliaes end du0es of the Truss
The Speoally Engineer is NOT the
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
JOa
75828
I nlss
CJ5
I was I ype
JACK
wry I Hry
4 1
06111r2019
3448
T3
Loading Criteria (Iu0
Wind Criteria
TCLL: 20.00
Wind Sld: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 15.00 fit
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psi
Spacing: 24.0"
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 2x4 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) 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.
SEAT PLATE REQ.
2'
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RTAO(Ou10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional G&C member design.
Left bottom chord exposed to wind.
-WARNING- Please thoroughly n .are-A-1 ROOF TRUSSES
4'11"11
Deb/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA,
VERT(CL): NA
HORZ(LL): 0.003 D - -
HORZ(TL): 0.007 D - -
Creep Factor: 2.0
Max TC CSI: 0.533
Max BC CSI: 0.273
Max Web CSI: 0.000
Wgt; 18.21bs
VIEW Ver. 18.02.01A.0205.19
L
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / w / U / RL
B 444 /- P /483 1173 /175
D 89 !- P /138 170 I-
C 150 1- 1- /122 /103 /-
Wind reacflons based on MWFRS
B Big Width =8.0 Min iReq=1.5
D Br, 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 I?er Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 70 0 B -C I 67 -153
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. I
B-D 0 0
GENERAL TERMS end CONDmONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' fame.
In
Rmf Tnixsm.
TPI-1 defines
�=A-0 ROOF
vTRD55E5
nnmwmwwm
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
Job
fi
75828
Truss
HR
I russ I ype ury I riy
HIP 2 1
Uan Ulu I s
3160
Loading Criteria (pap
TCLL: 20.00
TCDL: 17.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
T
- 2-9.15
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C ": NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 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
Top chord 2x4 SP #2
Sot chord 2x4 SP 24OOf-2.OE
Webs 2x4 SP #3
Special Loads
-(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25)
TC: From 0 plf at -2.83 to
76 plf at 0.00
TC: From 2 pit at 0.00 to
2 pit at 9.84
BC: From 2 plf at 0.00 to
2 plf at 9.84
TC: -122 Ib Conc. Load at 1.38
TC: 124lb Conc. Load at 4.21
TC: 299 lb Conc. Load at 7.03
BC: .26 Ib Conc. Load at 1.38
SC: 88 lb Conc. Load at 4.21
BC: 178 lb Conc. Load at 7.03
Purlins
In lieu of structural panels or dgid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(t) End(ft)
BC 116 0.15 9.84
Apply purlins 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.
-12Ma29M
--1'4.8-4--29.15 1^l- 2.9.15 --•t 2-9.10
D
SEAT PIATE RED.
F
t i i
8�1
-2U 1784
Code I Misc Criteria
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in Joe Udell L#i
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): -0.064 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 498 /- A !- /626 1-
Rep Factors Used: Varies by Ld C
FAERT(CL): 0.049 F 999 240
FT/RT:10(0)/10(10)
HORZ(LL):-0.027 F - -
E 333 I- ¢ /- 1314 I-
PlateType(s):
HORZ(TL): 0.028 F - -
D 83 /- /- !- 127 /-
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.821
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.930
E Big Width = 1.5 Min Req = -
Max Web CSI: 0.267
D Erg Width = 1.5 Min Req = -
Bearing B Is a rigid surface.
Wg1: 40.61bs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01A.0205.19
Chords Tens.Comp. Chords Tens. Comp.
A-B 36 -21 C-D 56 -75
B - C 593 -467
Additional Notes
Top chord overhangs have been checked only for loads as Indicated. Overhangs
not checked for man loads or long-term deflection.
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B- F 482 -490 F- E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 531 -523
"WARNING" Please Moreughly review Me-A-1ROOF TRUSSES(°SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER(°BUYER°) ACKNOWLEDGMENT" fam.
'etlfy design parametem and read notes on Nis Truss Design Drawing (mD) and to Specialty Engineer reference sheet before use. Unless otheWae stated on 0e TOO, only Alpine
Is
R hlol!S 1
'dio�RA-1 ROOF
imTRD55E5
-.. .____•.__. __.._...a _.._...set _-•'._.-._.-._.---..--..v ..-._ ♦envmamwsavr
iondS CAaofthe Building Designarand ConfacTPIAllnotes set out Inthe TODen theles fees antl
land SBCAarereed uisotlnvrfiberel all anm. TPI-tdeTea theresponsibneess N Tties of Ne Truss A4 RDDL ci Blvd.
a as Cored InTA. uponlnwdfng by all parties Involved. The Specialty Engineer is NOT the 44$1 $I. Lucie Blvd.
a as tlef ona In TPA.
m wawvnm. wnnenwv.,u ,�mA.t RWrev-. Fort Pierce, FL 34946
Jon I MISS I ruse t ype QTy I Ply 0611112019
75828 J7 I EJAC 26 1 2942
Loading Criteria (pso
TCLL: 20.00
TCDL: 17.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 n
T3
SEAT PLATE REQ.
2' i T
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Krt: NA
Mean Height: 15.00 it
TCDL: 5.0 psf
BCDL: 5.0 psi
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 2400f--2.OE
Bot chord 2x4 SP 2400f-2.OE
Purlins
In lieu of structural panels or dgld ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 7.00
Apply puriins to any chords above or below fillers
at 24' OC unless shown otherwise. above.
Code / Mlsc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0u10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
"WARNING" Please thoroughly review the-A-1ROOF
and
Defi/CSI Criteria
PP Deflection in loc L/defi L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.011 D - -
HORZ(TL): 0.020 D - -
Creep Factor. 2.0
Max TC CSI: 0.385
Max BC CSI: 0.303
Max Web CSI: 0.000
Wgt: 26.6 Ibs
VIEW Ver. 18.02.01A.0205.19
C
m
0
ih
m
:r
♦ Maximum Reactions (Ibs) I
B 532 /- /- 1578 /197 1230
D 132 /- /- /210 /107 /-
C 227 /- /- 1190 1153 (-
Wind reactions based on MWFRS
B Brig Width =8.0 Min1Req=1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min,'Req = -
Beadng 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 70 0 B-C 102 -202
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
TERMS and CONDITIONS CUSTOMER (BUYER°) ACKNOWLEDGMENT' fan.
3
,do—A-0 ROOF
9TR055Er.
lner and COMadw. Al notes set out In the TOO nO caces
iealguidance. TPI-ldefinesiheresponsibio,.D.eenddNeudespaMao Truandss I A-1 Roof Trusses
igbyelf p riles involved. The Spedalty Engineer is NOT the 4451 St. Lucie Blvd.
RnnfTn . I Fort Pierce, FL 34946
Job Inks truss type vrly riy wI.vim...
75828 V10 VAL 1 1 slsa
l
1
Loading Criteria (pen
TCLL: 20.00
TCDL: 17.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
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: C Kzb NA
Mean Height: 19.50 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
1619,
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0v10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use pur ins
to laterally brace chords as follows:
Chord Spacing(in oc) Starlit) End(ft)
TC 24 0.00 16.75
BC 120 0.00 24.38
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.
End verticals not exposed To wind pressure.
Additional Notes
See STD DETAILS for valley details.
Ire-
P1.Sx4
I
M
1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
PP Deflection in loc
Udell L/#
Gravity Non -Gravity
VERT(LL): 0.033 E
999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.056 E
999 240
H' 98 A A 162 134 /6
HORZ(LL): 0.028 G
- -
Wind reactions based on MWFRS
HORZ(TL): 0.038 G
- -
H Brg Width = 292 Min Req = -
Creep Factor: 2.0
Bearing M is a rigid surface.
Max TC GSI: 0.795
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.389
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.638
A-B 248 -68 D-E 255 -70
Wgt: 135.8 Ibs
B-C 255 -70 E-F 300 -123
C-D 255 -70 F-G 133 -88
VIEW Ver. 18.02.01A0205.19
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
M-L 0 0 J-1 4 -5
L-K 70 -255 I-H 0 0
K-J 70 -255
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens.
Comp.
-A-M
464 -169
D-K 283
-437
A-L
114 -415
I-F 400
-551
L-B
397 -533
G-H 223
-197
"WARNING" Please Na oughly raAew Its -A-1 ROOF TRUSSES ( SELLER-), GENERAL TERMS and CONDn10NS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' form.
eny design parameters and read notes on Nis Truss Design Drawing ITDD) and the Specialty Engineer reference sheet before use. Unless olhervAse slated on the Too. only Arise
anneotor plates shall be used for fie TGD to be valid. As a Truss Design Engine ina O.e. SpedlaM emineerl. one seal on anv Too represents an acceptance of Ne omfesslonal eneineed
'000A-1 ROOF
TRD55E19
of A.1 Rml Tnnvnn.
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
JOB I Mae
75828 V11
I was type Uty I Ply Oti/11/2019
VAL 1 1
3309
Loading Criteria (pag
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: ll
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 15.87 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCD4: 5.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
�---1.5n --qnT
12
Q 6
T A 1111.5X4
B O 3X4
�1
pp 1 1 I
1111.5X4 6
12
�-- 172 -- i
Code / Mlsc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FTlRTAO(Op10(10)
Plate Type(s):
WAVE
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 pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(fl) End(ft)
BC 21 0.00 1.59
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.
Shim all supports to solid beadng.
"WARNING" Please Nomughiy review Ne-A-11
Vmity design parameters and read notes on We Truss Da
mnnwaor HFAAs shall he used for Nalt=to be Valk. As
In
Deb/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.000 C 999 361
VERT(CL): 0.001 C 999 241
HORZ(LL):-0.000 C - -
HORZ(TL): 0.000 C - -
Creep Factor. 2.0
Max TC CSI: 0.035
Max BC CSI: 0.022
Max Web CSI: 0.027
Wgl: 8.4 Ibs
VIEW Ver. 18.02.01A.0205.19
♦ Maximum Reactions (Ibs),
Gravity
C' 100 /- /- /
Wind reactions based on MWF
C Brg Width = 19.1 Mi
Bearing Cis a rigid surface.
Maximum Top Chord Forces
Chords Tens.Comp.
Non -Gravity
v /U /RL
113 117
Ply (Ibs)
A-B 22 -40
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. I
C-B 9 -13
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
A-C 78 -51
GENER I[ERMS and CONDITIONS CUSTOMER ('BU R') ACKNOWLEOGME form.
ig by ag parges involved. Tha
RmfTn.,
�A4 ROOF
TRUSSES
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
Uolj I russ
75828 V12
I cuss I ype
VAL
,Iy
3215
Loading Criteria (pap
Wind Criteria
TCLL: 20.00
Wind Std: ASCEI7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 16.37 fl
NCBCLL: 10.60
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h 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
Sot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid calling use pudins
to laterally brace chords as follows:
Chord Spacing(in
oc) Start(ft) End(f )
BC 48
0.00 3.59
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above'.
i--3'5" 1°I
12
A Q 6
�— 372
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
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Additional Notes
See STD DETAILS for valley details.
Shim all supports to solid bearing.
TT
m
m
11
DeflICSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.004 C 999 361
VERT(CL): 0.011 C 999 241
HORZ(LL): 0.002 C - -
HORZ(TL): 0.005 C - -
Creep Factor.. 2.0
Max TC CSI: 0.253
Max BC CSI: 0.164
Max Web CSI: 0.378
Wgt: 18.21bs
VIEW Ver. 18.02.01A.0205.19
♦ Maximum Reactions (Ibs), or •=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B• 100 /- I• 176 /16 151
Wind reactions based on MWFRS
B Brg Width = 43.1 Min Req - -
Bearing C is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 68 -193
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
C-B 287 -79
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
A - C 220 -128
''WARNING" Please Noroughiy review to-A-1ROOF TRUSSES( -SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER CBU R°) ACKNOWLEDGMENT' form.
arify design parameters and reed notes on Ws Truss Design Drawing CMD) entl 0e Saedalty Emineer referenra sheet before use. Unless otherwise stated an to TDD. Wv Koine
Building r
,or, in the
nwm��.�m mAt Immr�s.:..
NOT to
�aTRD55E5
=RI SSES
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job
75828
V13
Truss Type
VAL
Cry I Ply
10611112019
3220
Loading Criteria(psp
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 16.87 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psi
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h12
C&C Dist a: 3.00It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
m
1114X4
1 5'5-
12
A a—�
i 5'7.2 —I
TT
m
b,
11
Code I Mlsc Criteria
DeBICSI Criteria
♦ Maximum Reactions (Ibs), of
Code: FBC 2017 RES
PP Deflection In loc L/defl L/#
Gravity
TPI Std: 2014
VERT(LL): 0.017 C
999 360
Loc R+ / R- / Rh / R
Rep Factors Used: Yes
VERT(CL): 0.042 C
999 240
B- 100 /- I- )77
FT/RT:10(0)!10(10)
HORZ(LL): 0.008 C
- -
Wind reactions based on MWFR
Plate Type(s):
HORZ(TL): 0.020 C
- -
B Brg Width = 67.1 Mihl
WAVE
Creep Factor: 2.0
Bearing C is a rigid surface.
Max TC CSI: 0.900
Maximum Top Chord Forces
Max BC CSI• 0473
Chords Tens.Comp.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
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)
BC 74 0.00 5.59
Apply puriins 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 end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Shim all supports to solid bearing.
"WARNING" Please z!a,=gNy review to -A-1 ROOF TRUSSES
anfy design paameters and reed notes on Nis Truss Design DraWng (ME
onnednrelatesshellbeusedfar Ne TDDtabevalid. AsaTmss DesinnE
133 l27
Ply (Ibs)
Max Web CSI: 0.100
A-B 89 -215
Wgt: 28.0 Ibs
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.OIA.0205.19
Chords Tens.Comp.
C-B 449 -92
Maximum Web Forces Per Plyl(lbs)
Webs Tens.Comp.
A - C 423 -198
GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER') ACNNOWLEDGMENT-(a..
dalw Fnnineer rererence sheet before use. Unless aftry se stated on the MD. wtv NWne
ad upon in wndng by all parties involved. The
a.
nw lminn M A I and Tnjc[nv.
�TR ROOF
BTRl155—
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
Jobl Truss I ru5S I ype ury I r,y um l uzu rn
75828 V2 I VAL 1 1 3169
�-- 1'l 1 "81 11'2" 3'3"9 _+7 -{
12
6 �5X6 III1.5X4 III1.5X4 =5X6
B C D E
T
III1.5X4
1�2
1
(- 17'01 _ I
Loading Criteria (pan
Wind Criteria
TCLL: 20.00
Wind Std: ASCE17-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 22AO ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0
MWFRS Parallel Dist: It to 2h
C&C Dist ai 3.00 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purling
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) Erl
TC 24 1.96 13.13
BC 120 0.00 17.01
Apply puffins to any chords above or below fillers
at 24` OC unless shown otherwise above.
11'1"13 5'10"4
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
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
DeDICSI Criteria
PP Deflection in too L/defl L/#
VERT(LL): -0.050 B 999 36(
VERT(CL): 0.099 B 999 24(
HORZ(LL):-0.028 A - -
HORZ(TL): 0.069 A - -
Creep Factor: 2.0
Max TC CSI: 0.534
Max BC CSI: 0.356
Max Web CSI: 0.301
Wgt: 58.8 lbs
VIEW Ver, 18.02.01A.0205.19
♦ Maximum Reactions (Ibs), or •=PLF
Gravity Non -Gravity
Loc R+ 1R- IRh /Rw 1U /RL
F• 98 /- /- 156 /37 /4
Wind reactions based. on MWFRS
F Brg Width = 204 Min Req = -
Bearing J is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 231 -262 D-E 217 -173
B-C 217 -173 E-F 188 -240
C-D 217 -173
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
J-1 173 -135 H-G 173 -82
I-H 173 -135 G-F 173 -82
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-J 225 -240 D-G 314 -379
C -1 342 -429
"WARNING" Please thoroughly review Me-A-1ROOF TRUSSES("SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER fBUYEW) ACKNOWLEDGMENT° form.
fairy design parameters and read notes an this Truss Design Drawing (Mot and Me Specialty Engineer reference sheet before use. Unless uthemdse slated on the TOD, oNy Alston
anneclocplates shall be used forthe TOO to be valid. An a Truss Design Engineering go. Specialty Engineer), the seal on any TOD represents an acceptance of the professional engineed
sspenslblllty for the design of the single Truss depleted on the TDD only, under TPI-I. The design esaimptions, loading conditions, sultablliry and use of this Truss for any Building Is the
lullding is the responsibility of the Owner, the Owners authorized agent or Me Building Designer, In the bantetd of the IRC, the IBC. local building rude and TPI-1. The approval of Me
ssponslEllity of the Owner, the Owners authorized agent or the Bulldirg Designer, In Me comext of the IRC, the IBC, local building code and TPI-1. The approwdl of the TDD antl any fieltl
seefthe Tluss,intludbg handling, stoego, installation and booing shall bethe responsibilityofthe Building DesignerandConbactor. Ahnotesseloutln Me TDDandthepracticesand
uldelines afire Burning Component Safety Information(BSCI) Published by TPI and SSCA ere referenced fwgenerel guidance. TPI-idefiesMemsponsibilitlasanddutiesofMeTruss
resigner, SpeCalty Engineer and Truss Manufacturer, unless otherMse defined by a Context agreed upon In walling by all parties Involved. The Specialty Engineer is NOT the
Wilding Designer or Ran System Engineer of any bulltling. All wpaalized terns ere as defined In TPI-1.
m,nMtO YOIAP-1 Rml Tn aerta� Rr.,"M�"liMnr Mu dm�maN. N xn"Irani. i" rvN,iMM uilYwe tlwwMan Mm,laeNn NA.1 RMI Tn,.eex
TRRODS
a�U5�5F5
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
Job
75828
is
Truss Truss Type
V3 I VAL
Qty Ply 06/11/2019
1 1 3172
779 T '�
12 F55X6 1111.5X4 1111.5X4 ei
6 J B C D E
i 1311.13
Loading Criteria (pap
Wind Criteria
Code / Mlse Criteria
TCLL: 20.00
Wind Std: ASCE 7.10
Code: FBC 2017 RES
TCDL: 17.00
Speed: 160 mph
TPI Std: 2014
SCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category: It
FT/RT:10(0)/10(10)
EXP: C Kzl: NA
Plate Type(s):
Des Ld: 47.00
Mean Height: 22.40 it
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h to 2h
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
Purlins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Stari(ft) End(ft)
TC 24 3.96 11.13
BC 120 0.00 19.01
Apply pudins to any chords above or below fillers
at 241 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.
19,011
5'10'4
I
Deb/CSI Criteria ♦ Maximum Reactions (Ibs)r or •=PLF
PP Deflection in loc L/dell L/# Gravity , 1 Non -Gravity
VERT(LL): 0.058 B 999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT CL : 0.142 B 999 240
( ) G• 98 1- !- 158 l28 18
HORZ(LL):-0.022 A - - Wind reactions based on MWFRS
HORZ(TL): 0.054 A - - G Big Width = 228 Minl Req = -
Creep Factor: 2.0 Bearing L is a rigid surface. 1
Max TC CSI: OA83 Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.333
Chords Tens.Comp.
Chords
Tens.
Comp.
Max Web CSI: 0.243
A-B 145 .138
D-E
186
-6B
Vi 77.0 lbs
.B-C 186 -67
E-F
205
-133
C-D 186 -68
F-G
119
-160
VIEW Ver, 18.02.01 A.0205.19
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens.
Comp.
L-K 46 -31
I-H 1
151
-105
K-J 46 -31
H-G ,
146
-101
J-I 46 -31
1
Maximum Web Forces Per Plyl,(Ibs)
Webs Tens.Comp.
Webs',
Tens.
Comp.
A-L 219 -217
D-J
142
-144
C - K 353 -455
H - F li
357
-413
"WARNING" Please thoroughly review Me-A-1ROOF TRUSSES(°SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER RBUYERn) ACMOWLEDGMENT- form.
early design parameters and read notes on this Truss Design Drawing ROD) and Me Specialty Engineer reference sheet before use. Unless oh.ndse smi on Me Too, only Alpine
mnedor plates shall be used for M.TDD to be valid. Asa Truss Design Engineering (Le. Spedelty Engineed, Me seal on any TDD represents an ecceplanri of Me professional engineers
nponsibility for the design of Me single Truss depicted on Me TDD only, under TPI-1.Tho design assumption :loading oonditlons, suitability antl use of this Truss for any Builtling is Me
Using is Me responsibility ofthe Owner, Me Ovine/a authorized agent orthe Building Designer, In Me owbodd the IRC, Me IBC, local building code and TPI-1. Theepprovalofthe
spfnvbllityof Me Owreq to Creamed authodzed agent or the Building Designer, in Me contest of Me IRC, the IBC, local building code and TPIA. Theepprovalof Me TDDandanygeld
w of Me Truss, including handling. storage. mstallafion and braring shall be Me responsibility of the Building Designer and Conbawso AllnotessetpMia McMDend Mepractiresa
uidelines fthe Building Component Safety bdamadon(MCI) punished by TPl and SBCAam referenced forgeneral guidance. TP4l defines to responsibiides and duties cfine Tress
.signer, Spoplety Engineer and Truss Manufacturer, unless otherwise defined by a Contend agreed upon In wdting by all paNes involved. The SpeoaIy Engi.wrls NOT M.
wilding Designer or Trues System Engin.erol any building. Mrapitarbetterwareasdef ed In TPI-1.
mynoM010tR AA RmlTnixxrn-RnmNUMim nHFd Mmmnnl.ln nnvfrvm, Ix omMhXM wThnn MnweilMn mrmiaeNn nl Mi RmlTuevw.
�MA°1 ROOF
TRU NES
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
Job I was I KISS I ype 4Ly ray
75828 V4 VAL 1 1 3175
i 5111.8 1- 3-2-
e5X6
B
ZI5X6
C
21'0'i
11'3"9 -I?-�
P 15'1`13 -1 5'10"4—�j
Loading Criteria (ae0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 17.06
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 22.40 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h 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 #3
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 5.96 9.13
BC 120 0.00 21.01
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code I Mist: Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(Ov10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets LI360.
Additional Notes
See STD DETAILS for valley details.
"WARNING-- Pleasellomughlyreviewihe"A-1 ROOF TRUSSES CSELLER"), GENERALTERMS and
In the
DeB/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.026 G 999 361
VERT(CL): 0.064 G 999 241
HORZ(LL): 0.014 A - -
HORZ(TL): 0.019 A - -
Creep Factor: 2.0
Max TC CSI: 0.788
Max BC CSI: 0.437
Max Web CSI: 0.380
Wgt: 89.6lbs
VIEW Ver. 18.02.01A.0205.19
♦ Maximum Reactions (Ibs), or a=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
F" 98 I- !- /60 121 114
Wind reactions based on MWFRS
F Big Width = 252 Min Reel = -
Bearing K Is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 255 -177 D-E 268 -236
B-C 327 -135 E-F 205 -280
C-D 347 -172
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Corl Chords Tens. Comp
K - J 73 -103 H - G 252 -178
J -1 75 -102 G - F 257 -174
I - H 265 -180
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - K 277 -258 H - D. 327 -365
B-J ,227 -350 G-E 384 -418
IDITIONS CUSTOMER (BUYER") ACKNOWLEDGMENT" form.
I Ware use. Unless alhenMw slated on the MD. only Alpine
on anv Too represents an aixeotalaw of line omfesslonal enolneen
d
�=A-1 ROOF
aTRD55E5
RnrT.—
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce; FL 34946
400
75828
Ini Iwas type
V5 VAL
Wry I Wy I lion llZula
3481
Loading Criteria (psp
TCLL: 20.00
TCDL: 17.00
SCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
Lumber
Top chord 2x4 SP #2
Bat chord 2x4 SP #2
Webs 2x4 SP #3
a3X4(R
a
1
j TB-0 14105 4 16
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 22.29 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
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 DO) Start(ft) End(ft)
BC 120 0.00 22.83
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
Code: FBC 2017 RES
PP Deflection in loc Udell L/# Gravity , I Non -Gravity
TPI Std: 2014
VERT(LL): 0.021 H
999 360 Loc R+ / R- / Rh / Rw / U
/ RL
Rep Factors Used: Yes
VERT(CL): 0.051 H
999 240 G' 98 I- P 162 /46
/13
FT/RT:10(0y10(10)
HORZ(LL): 0.013 H
- - Wind reactions based on MWFRS
Plate Type(s):
HORZ(TL): 0.015 H
- - G Brg Width = 274 MihlReq = -
WAVE
Creep Factor: 2.0
Bearing L is a rigid surface. 1
Max TC CSI: 0.730
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.383
Chords Tens.Comp. Chords Tens.
Comp.
Max Web CSI: 0.425
A-B 173 -184 D-E 51
-172
Wgt: 107.8 Its
B-C 248 -128 E-F 1
-190
C-D 89 -118 F-G 81
-444
•
VIEW Ver. 18.02.01 A.0205.19 I
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens.
Comp.
L-K 14 -19 I-H I 557
-65
K-J 251 -130 H-G 543
-60
J - I 562 -67
Maximum Web Forces Per Ply (Ibs)
Webs Tens.COmp. Webs Tens.
Comp.
A-L 112 -213 I-D 530
-386
A- K 321 -164 H- F 1 608
-467
K - B 678 -484
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
"WARNING" Please thoroughly review We'A-1 ROOF TRUSSES('SELLEM). GENERAL TERMS and CONDITIONS
verify design premiers and read notes on this Truss Design Drawing(TDD) and the Spedalty Engineer reference sheat before u:
onnector plates shall be used for We Too to be valid. As a Truss Design Engineering(Io. Spedaly Engineer), We seal on any TL
ssponsibiliy for We design of the single Truss depided ante TOD only, under TPIA. The design assumptions, loading conditions
luilding Is We responsiblliy of Wa Owner, We Owner's authorized agent acthe Building Designer, in We conteMd the IRC, the IBC
esponsiblllty of We Owner, the Owner's authorized agent orthe Building Designer, in We context M We IRC• We IBC, [owl building
se of the Truss, including handling, storage, installadw and bracing sflali be the responsibility of the Building Dwagnerand Cara
uideiines of me Building Component safety Info W.mn (BSC9 pulbuted by TPI and SBCA are raferenced for general guidance.
lesigner, specialty Engineer and Truss Manufacturer, unless otberMse dermed by a Conrad agreed upon in writing byag plaees
ailing Designer or Truss System Engineer of any building. Afl capitalized tens ere as defined in TPIA.
root M1r0]01ft A-1 flmlTn,acae—RnrvMiiMim Mfnls dnn,mnnl.Invmfnrm.IF,uMIhMM WIMue HwvmltnnmmltaNn nr Al RmfTn�ctne.
('BUYER') ACKNOWLEDGMENT' roan.
3 represents an
sultabllly and u
1.1 builtling a
de am TPI-1.
Is NOT We
��_
TR
gTR ROOF
E=U55E5
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job Imss Imss type Vly I rly
1,
75828 V6 VAL 1 1
3184
Loading Criteria (pan
Wind Criteria
TCLL: 20.00
Wind Std: ASCE17.10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed_
BCDL: 10.00
Risk Category: II
EXP: C Kzb NA
Des Ld: 47.00
Mean Height: 21.49ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0
MWFRS Parallel Dist: h 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 #3
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brece chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 6.33 -8.75
BC 120 0.00 25.01
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
a5x6 %5x6
2571
0
Code I Mlsc Criteria
DeBICSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
Code: FBC 2017 RES
PP Deflection in too L/defi -1#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.026 D 999 360
Loc R+ / R- / Rh I Rw / U I RL
I' 98 1• I- /63 /20 /13
Rep Factors Used: Yes
VERT(CL): 0.064 D 999 240
FT/RT:10(Ou10(10)
HORZ(LL): 0.007 E - -
Wind reactions based on MWFRS
Plate Type(s):
HORZ(TL): 0.018 E - -
I Brg Width = 300 Min Req = -
WAVE
Creep Factor: 2.0
Bearing O is a rigid surface.
Max TC CSI: 0.663
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.396
Chords Tens.Comp. Chords Tens. Comp.
A-B 167 .239 E-F 135 -170
Max Web CSI: 0.516
Wgt. 127Albs
B-C 290--211 F-G 61 -122
C-D 240 -139 G-H 49 -250
VIEW Ver. 18.02.01A.0205.19
D-E 214 -218 H-I 30 -253
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical not exposed to wind pressure:
Additional Notes
See STD DETAILS for valley details.
-WARNING•• Please ftnaughly review Me -A-1 ROOF TRUSSES
the Too
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
O-N 0 0 L-K 325 -38
N-M 202 -132 K-J 323 -36
M-L 327 -39 J-1 313 -31
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A - O
232 -337
L - E
163 -189
A-N
258 -172
K-F
281 -296
N - B
397 -446
J - H
413 -498
GENERALTERMS and CONOmONS CUSTOMER (•BUYER•) ACKNOWLEDGMENT' farm.
dalty Engineer reference, sheet before use. UNess otherwise stated an the Too. only Alpine
In TIN-1.
.R --i.c eA-1 RmfT.—,
TPI-1 defines fhe raspanabiWes and duties
inwlvetl. The Speda ty Engireer is NOT the
�JaIA-11 ROOF
S'TRLBSE5
wranomerauw
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
Job Iwas Truss Type City I Ply 06/11/2019
75828 V7 I VAL 1 1 sass
F-4.4--I— B's I 1SWI
12 0Sx6 M1.Sx4 ®5x6
fi17 B C D
Loading Criteria (pail
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 20.49 ft
NCBCLL: 10.00
TCDL: 5.0 pat
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h to 2h
CSC 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 #3
Purllns
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 4.33 10.75
BC 120 0.00 27.01
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
21-1.13
2TV1
I
+ VlV4
I
Code I Mlsc Criteria
Detl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity :I Non -Gravity
TPI Std: 2014
VERT(LL): -0.026 D 999 360
Loc R+ / R- I Rh / Rw / U
/ RL
Rep Factors Used: Yes
VERT(CL): 0.063 J 999 240
I' 98 !- 1- 164 123
/12
FT/RT:10(0Y10(10)
HORZ(LL): 0.014 D - -
Wind reactions based on MWFRS
Plate Type(s):
HORZ(TL): 0.025 E - -
I Brg Width =' 324 Minl Req - -
WAVE
Creep Factor. 2.0
Bearing O is a rigid surface.
Max TC CSI: 0.704
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: OA25
Chords Tens.Comp. Chords Tens.
Comp.
Max Web CSI: 0.504
A - B 317 -335 E - F 338
-336
Wgt: 134.4 Ibs
B - C 359 -234 F - G 191
-263
C-D 365 -242 G-H 179
-391
VIEW Ver. 18.02.01A.0205.19
D-E 384. -324 H-1 167
-351
Maximum got Chord Forces PI r Ply (Ibs)
Chords Tens.Comp. Chords Tens.
Comp.
O-N 0 0 L-K 312
-162
N - M 242 .202 K - J 313,
-160
M-L 244 -203 J-1 315
-155
Maximum Web Farces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens.
Comp.
A-0 462 -508 M -E, 144
-211
A-N 326 -274 K-F 326
-353
N-C 288 -421 J-H 415
-506
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Please Uomugbly review Ihe'A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER•) ACI(NOWLEDGMENP farm.
1.1
The
land SBC ammfemncedforgenemlWWan . TPI-ldefires NeresponsibilitiasaMdug of Ne Tmw
by Conrad agreed upon in writing by all FaNes involved. The Specialty Engineer Is NOTft
as aegnea in TPI-1.
N uilM1nil lM1nwMlan rennluNn nl M1 RmlTn,cw.e.
G
�A-1 SSEN
e7RU55t3
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job' Truss Truss type ury I rry um f Deu In
75828 VS I VAL 1 1
3192
12
6 F-1 OSX6 W1.5X4 MI.5X4ss5X6
B C D E
28'4'9
EIS
Loading Criteria (pa0 Wind Criteria Code I Misc Criteria
DeD/C31 Criteria ♦ Maximum Reactions (Ibs), or'=PLF
TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in lac L/defl L/# Gravity
Non -Gravity
TCDL: 17.00 Speed: 160 mph TPI Std: 2014
VERT(LL): 0.037 B 999 360 Lac R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.090 B 999 240 1- 98 /- /-
/66 /27 111
BCDL: 10.00 Risk Category: 11 FT/RT:10(0)/10(10)
HORZ(LL): 0.009 B - - Wind reactions based
on MWFRS
EXP: C Kzt: NA Plate Type(s):
Des Ld: 47.00
HORZ(TL): 0.023 B - - I Big Width = 340
Min Req is-
Mean Height: 19.50 It WAVE
Creep Factor. 2.0 Bearing O is a rigid surface.
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Max TC CSI: 0.696 Maximum Top Chord
Forces Per Ply (Ibs)
Spacing: 24.0MWFRS Parallel Dist: h to rah
Max BC CSI: 0.415 Chords Tens.Comp.
Chords Tens. Comp.
C&C Dist a:3.00 ft
Max Web CSI: 0.586 A - B 316 -307
E - F 297 -335
Loc. from endwall: not in 9.00
Wgt: 145.6 Ibs B - C 321 -226
F - G 130 -278
GCpi: 0.18
C-D 327 -235
G-H 115 -381
Wind Duration: 1.60
VIEW Ver. 18.02.01A.0205.19 D-E 327 -235
H-1 126 -354
Lumber
Top chord 2x4 SP #2
Maximum Bot Chord
Forces Per Ply (Ibs)
Bot chord 2x4 SP #2
Chords Tens.Comp.
Chords Tens. Comp.
Webs 2x4 SP 93
O-N 0 0
L-K 281 -128
Purling
N-M 235 -233
K-J 281 -126
In lieu of structural panels or rigid ceiling use ousting
full 235 -233'
J - 1 283 -121
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
TC 24 2.33 12.75
Webs Tens.Comp.
Webs Tens. Comp.
BC 120 0.00 28.24
Apply purling to any chords above or below fillers
A- O 485 -492
D - M 188 .280
at 24' OC unless shown otherwise above.
A- N 343 -344
K- F 341 -374
N - C 351 -490
J - H 424 -505
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
"WARNING" Please Nomughly review Me'A-1 ROOF TRUSSES ('SELLER'), GENERALTERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOwLEDGMENP form.
Verify design surametemand lead notes on If is Truss Design Drawing Top) and Me Spedalty, Engineer refeani sheelbefere use. Unless oNeai stated on Me TDD, asy Nome
connectorpiatessballbe umdforioTDDtobevalN.MaTmss Design Engin rgQ.e.Spedalty EMIneer),Mesmlenany
MOmpreeenmenaccepwnwof Mepmfessionalenim:n
�
resPonubllity for the design of Me single Tress depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Tress for any Bulltling is the
Building is Me responsibility of Me Oseei the Ownees authoved egentor the Building Designer, In Me contest of to lRO, the IBC, loyal building code and TP1-1. Theapproval of the
r�A-0RUOF
0TRD55E5
nesponsibiiity of the Owner, Me Owners authodzed agent orgle Bulltling Designer, in the contest of Me IRC, Me
IBC, local building axis and TPI4. The approval of the TDD antl elryfeld
use of Me True, thought, handling,storage, installation and brdda,g shall has Me reasonability of Me Building
Dedgnerand Character. MnotesestoNin Ma TDDahtltheprddicessed
gultlelinss of the Buiding ComponentSafety lnfovnatico(BSCI)puWishetl by TPl and SBCA are reterencatl for generel guNanco. TPI-0defiaass Me responsibgities end duties of Me Tress
A-1 Roof Trusses
Designer, Spetlalty Engineer and Tress Manufaderer, unless olherv4se defined by a Contract agreed upon in
wailing by all paNes Involved. The Spedalty Engineer is NOT Me
4451 St. Lucie Blvd.
Building OesignerorTmss System Engineer of any building. Mrapi0liern teams ereasdented in iP41.
C uMMG]n1fl A-1Rmf Ta�cuq�RvuMu'lvin nllNadmn,unl.Irl PnV lfu,n,Ian,MINaM wHhnW iha coition m,mipvinn nl
A-1 Rml TnixvaA.
Fort ParCa, FL 34946
Jon I WSS I mss I ype aty I Ply 06/112019
75828 V9 VAL 1 1 3,195
P' 14'S° 117'9
N3XA4(R) 111.B5X4 11105X4 of D6
Loading Criteria(psq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: ll
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 19.50 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h to 2h
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 42
Webs 2x4 SP #3
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT/RT:10(Ov10(10)
Plate Type(s):
WAVE
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 0.04 14.75
BC 120 0.00 26.38
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.
End verticals not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
"WARNING" Please lhonwghtyteviewthe•A-1 ROOFTRUSSES
Verify design pansmetere and read notes on Nis Tmss Design Drawing (MI
mnnsMor elates shall be used for the TDD to be vaik. Asa Tmss DeslgnE
the TDD
11.5X4
11
DeBICSI Criteria • Maximum Reactions (Ibs), or a=PLF
PP Deflection in Inc Udell L)# Gravity I I Non -Gravity
VERT(LL): 0.043 D 999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.105 D 999 240 H' 98 /- 1- 165 131 /9
HORZ(LL): 0.034 F - - Wind reactions based on MWFRS
HORZ(TL): 0.050 G - - H Brg Width = 316 MinlReq = -
Creep Factor. 2.0 Bearing N Is a rigid surface.
Max TC CSI: 0.716 Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.390
Chords Tens.Comp.
Chords
Tens.
Comp.
Max Web CSI: 0.627
A-B 346 -98
O-E
353
-148
W9t: 144.2 lbs
B-C 353 -100
E-F
206
-100
C-D 353 -100
F-G
61
-20
VIEW Ver. 18.02.01A.0205.19
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens.
Comp.
N-M 1 -3
K-J
26
-11
M-L 100 -353
J-1
22
-8
L-K 100 -353
I-H
14
-4
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
N - A 594 -210
J - E
363
-490
A- M 164 -576
I- F i t
402
-374
M-B 401 .524
G-HI
16
-26
C - L 237 -457
GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT` form.
Nally Enninoor reference sheet barons Use. Unless atherm" slated on the Too. onN AN
Rw Tnresea.
z
EaA4 ROOF
All
=TRUSSES
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
Jobs Truss
75828 VM1
Truss type
VAL
ury Fry
1 1
Ubn g/ZU19
3140
Loading Criteria tell
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 47.00
Mean Height: 21.89 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0
MWFRS Parallel Dist: h to 2h
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
Putting
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 22 0.00 1.84
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise'above.
-=6'-3
7" -- 1-3111
12
6
0
� 1r10"1 -�
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
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
11
De11ICSI Criteria
PP Deflection in too L/defl L/#
VERT(LL): 0.004 B 999 361
VERT(CL): 0.010 B 999 241
HORZ(LL): 0.002 B - -
HORZ(rL): 0.004 B - -
Creep Factor. 2.0
Max TC CSI: 0.050
Max BC CSI: 0.097
Max Web CSI: 0.000
Wgt: 5.6 Ibs
VIEW Ver. 18.02.01A.0205.19
♦ Maximum Reactions (Ibs), or •=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D' 97 /- /- /57 /9 /13
Wind reactions based on MWFRS
D Big Width = 22.1 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 0 -25
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 67 -11
"WARNING" Please thoroughly redew Me-A-1ROOF TRUSSES ('SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGMENT- form.
idly design parrouirs and read notes on this Truss Design Drmdng(MD) and the Spedidy Engineer reference sheetbefore use. Unless othervdse stated on the TDD, any Alpine
onnector plates shall be used for the TOD to be valid. As a Those Design Engineering (I.e. Specialty Engineer), the seal an any TDD represents an aeceplanis of the pmfesslonaI angineed
>sponslblllty for the design of the single Truss depleted an the TDD only, under TPl-1. The design assumptions; loading oonditlons, suitability and use of this Truss for any Building is the
uilding is the responslblllyof the Ovmar, the Owne/s authorized agent or Na Building Designer, in the contend of the IRC, the IBC, local building code and TPI-1. The eppmval of the
ssponslbllity of the Ovmer, the Oeners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The eppmval of the TOO and airygeld
se ofNe Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and contractor. All notes set out in the TDD and the paatice t and
uideiines of the Building Component Safety fdonnilion(BSCI) putilshed by TPI and SBCA are referenmd for general guidances. TPI.l defines the responsibilities and duties of Ne Truss
resigner, Stmaly Engineer and Truss Manufacturer; unless othendse defined by a Contact agreed upon In writing by all parties Involved. The S emaiy Engineer Is NOT the
ulding Designer or Toss System Engineer of any bulltling. All rapilallzed leans are as ill In TPI-1.
mmrtNM 0 Into M1 Rmr Tnrx - RnrmNivlNn al anu me in nnv fmm. k nmNNted UM jj Mn written mrmlu'uu, N MI1,,Tne[
A11110
c A4R D
�TRUSSES
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
JOG I MSS
75828 VM2
I Mss I ype
VAL
ury I Fry
1 1
u6/11/2u19
3143
r
=1
P i 3'4ni
62X4(DBR)
I 3'10"1
i— 3'6°9
Loading Criteria (as9
Wind Criteria
Code! Mlsc Criteria
Deg/CSI Criteria
♦ Maximum Reactions (Ibs), or
•=PLF
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection In too Udefl L/#
Gravity
I Non -Gravity
TCDL: 17.00
Speed: 160 mph
TPI Ste: 2014
VERT(LL): NA
Loc R+ / R- /Rh / Rw
/ U / RL
D° 97 /- I- 169
/16 M8
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.003 C - -
Wind reactions based on MWFIRS
EXP: C ": NA
Plate Type(s):
HORZ(TL): 0.006 C - -
D Brg Width =46.1 Minl
Req = -
Des Ld: 47.00
Mean Height: 21.37 g
WAVE
Creep Factor: 2.0
Bearing A is a rigid surface.
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.213
Maximum Top Chord Forces Per
Ply (Ibs)
Load Oumfion: 1.25
BCDL: 5.0 psf
Max BC CSI: 0.167
Chords Tens.Comp.
Spacing: 24.0 °
MWFRS Parallel Dist: h to 2h
A - B 44 -85
C&C Dist a: 3.00 N
Max Web CSI: 0.099
Loc. from endwall: not in 9.00
Wgt: 14.0 Ibs
GCpl: 0.18
Maximum Bot Chord Forces Per
Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 18.02.0%0205.19
Chords Tens.Comp.
Lumber
A-C 166 -25
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Maximum Web Forces Per Plyi(Ibs)
Webs 2x4 SP #3
Webs Tens.Comp. I
Purlins
B-C 185 -120 I'
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(g) End(ft)
BC 46 0.00 3.84
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.
"WARNING" Please ihonughly, review the -A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (BUYER') ACKNOWLEDGMENT" foml.
°ae, A°°Inn.,»mntn"nnn �dnMi nn thin Tn—n—lan Gmwinn IMMI and the Sneriew En6neer referenm sheet before use.Ual. oNenmse slated on the MD. only Alpine
�--6A4 ROOF
1TRUSSE5
and any geld
by a Conbad agreed upon In wn6ng by all pad
a es defined In TIRM.
e wilbnn thnw nmmi. d Al Rm Tni ,
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job, Truss
75828 VM3
I russ I ype
VAL
ly f111 I Verl vcp lJ
3146
Loading Criteria (us0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7.10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: 11
EXP: C ": NA
Des Ld: 47.00
Mean Height: 20.87 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h to 2h
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 purling
to laterally brace chords as follows:
Chord Spacing(in
oc) Start(ft) End(ft)
BC 70
0.00 5.84
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
SI
if' i 54"'!
1 516.9 r°1
Code / Mlsc Criteria
Code: FSC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
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
1
Defl/CSI Criteria
PP Deflection in too Udell L14
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.009 C - -
HORZ(TL): 0.023 C - -
Creep Factor. 2.0
Max TC CSI: 0.529
Max BC CSI: 0.446
Max Web CSI: 0.235
Wgt: 21.0 Ibs
VIEW Ver. 18.02.01A.0205.19
♦ Maximum Reactions (Ibs), or °=PLF
Gravity Non -Gravity
LOG R+ / R- / Rh / Rw 1 U / RL
D' 98 /- /- 171 117 119
Wind reactions based on MWFRS
D Brg Width =70.1 Min Req=-
Bearing A Is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-S 63 -126
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 220 -38
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - C 275 -189
"WARNING" Please thoroughly review 11be'A.1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER') ACKNOWLEDGMENT' forte.
Verify design pammetere and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer referenco sheet before use. Unless othenaim slated on the Too, only Alpine
connector dates stall be used forthe Too tc be valid Aee Tmae Deslan Enolneedna A.e.soedalNEnpineerl.ihesealonanv TDDMDmsentsano=otanwoftheomfamionalenoineed
on the Too
temrsareesdef edin Til
, n MinXM witeme tbn w ffan m,mlvnn dA-1 awfTniva°.
�e
�A"1 ROOF
t=TRUSSE5
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job
75828
Truss Truss Type
VM4 VAL
City Ply
1 1 1
06/11/2019
M51
Loading Criteria fl
TCLL: 20.00
TCDL: 17.00
BCLL: 0.00
BCOL: 10.00
Des Ld: 47.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0
Lumber
Top chord 2x4 SP #2
Bot chard 2x4 SP #2
Webs 2x4 SP #3
a1
Wind Criteria
Wind Std: ASCE 7.10
Speed: 160 mph
Enclosure: Closed
Risk Category: If
EXP: C Kzt: NA
Mean Height: 20.37 it
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 it
Loc. from endwall: not In 9.00
GCpi: 0.18
Wind Duration: 1.60
Purllns
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 94 0.00 7.84
Apply purling to any chords above or below fillers
at 24' OC unless shown otherwise above.
C
7'10'1
i 5'10'4 rT--lws--)
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
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.
OF
DeB/C81 Criteria
PP Deflection in loci L/defl L/#
VERT(LL): -0.034 C 999 361
VERT(CL):-0.083 C 999 241
HORZ(LL):-0.022 C - -
HORZ(TL): 0.055 C - -
Creep Factor: 2.0
Max TC CSI: 0.473
Max BC CSI: 0.387
Max Web CSI: 0.194
Wgt: 28.0 Ibs
VIEW Ver. 18.02.01A.0205.19
t
1
♦ Maximum Reactions (Ibs), or a=PLF
Gravity I Non-Gravlry
Loc R+ / R- / Rh / Rw / U / RL
F' 98 !- 1- /73 118 /19
Wind reactions based on MWFRS
F Brig Width = 94.1 MililReq = -
Bearing A Is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 89 -236 B-C 0 -59
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 289 -62 E -D 294 -68
Maximum Web Forces Per Ply,(Ibs)
Webs Tens.Comp.
B - E 462 -354
"WARNING" Please thoroughly review to -A-1 ROOF TRUSSES(SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER MUYER') ACKNOWLEDGMENT' form.
only design parameters and read notes on this Truss Deal Drawing (TDD) and to Specialty Engineer reference sheet Were use. Unless othemse stated on the TDD, only Alp ne
arrestor plates shall be used forme Too to be valid. Aa a Time Design Engineering 0a. Spedalty Engineer), to seal on any TDD represents an acceplanm of um professional engineed
rsponobllity for the design of me single Truss depicted onto TDD only, under TPI-1. no design assumptions, loading cendiftes, suitability and use of this Truss for any Building ll the
uliding is the responsibllity of the Owner, the Ousters authorized agent or the Building Designer, In the contend of the IRC, to IBC. Ideal building code and TPI-1. Theapprovillofine
operability of the Owner, the Owners authorized agent or to Budding Designer, in the contend of the IRC, %e IBC, toed building code and TPI-1. The appreval of the TDD end any field
se drum Time, Including handling, storage, installation and trading shag be me responeibilityef the Buiding Deslgnerand Central All notes set out in the TDD end ma padkes antl
uidelines of the Building Odmponent Safety ltdomution(MCI) pubrished by TPI and SBCA are referenced for general guidance. TPFldefinssmerespondbMb mddWssofine Truss
resigner, Spedalty Engineer and Truss Mt nufacNar, unless othervise defined by a Contrast agreed upon In wanting by all parties Involved. The Specialty Engineer Is NOT Is
utddng Designer or Truss System Engineer of any building. All mpitalized terms areas defined In TPbt.
m htC20l6AARMTnix -R.m itdi dthla Mmmnnt Namfoml. InnmhlhliMw Mrrl MRw Ad ry ,mi narAt Ran Tmssnn.
MA-1 ROOF
AdOF—E-rRIJ95ES
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job
75828
Truss Imss type
VM5 VAL
Wily rly
1 1
1.101I Ulu rn 3154
Loading Criteria (ps8
TCLL: 20.00
TCDL: 17.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
NCBCLL: 10.00'
Load Duration: 1.25
Spacing: 24.0 "
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Puffins
r
1 5'10'4 i 3'11'13�
Wind Criteria
Wind Std: ASCE7-10
Speed:. 160 mph
Enclosure: Closed
Risk Category. II
EXP: C Kzb NA
Mean Height: 19.89 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 H
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.80
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(fl)
BC 75 0.00 9.84
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0u10(10)
Plate Type(s):
WAVE
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.
DeflICSI Criteria
PP Deflection in too Udell L/#
VERT(LL): 0.025 E 999 361
VERT(CL): 0.062 E 999 241
HORZ(LL): 0.007 E - -
HORZ(TL): 0.016 E - -
Creep Factor: 2.0
Max TC CSI: 0.513
Max BC CSI: 0.355
Max Web CSI: 0.124
Wgb 42.0 Ibs
VIEW Ver. 18.02.01A.0205.19
"WARNING" Please lharoughly resew the -A-1 ROOF MUSSES ("SELLER'), GENERAL TERMS and CONDmONS
Verify design parameters and read notes on We Truss Design Drevring (MO) and the Specialty Engineer reference sheet baron u:
connector sates shall be used for the TDD to he valid: As a Toss croon Enelnaetlna rl if SrnHally Fnnln... I In. nasal run aev Tr
has othenilse defined by Conlocl agreed upon In wining by all pad
Afi capitalized tents ere as defined In TPIA.
if In anv fmm.lx fini"rime Mn x'rMxn —man MA-1 Fli nru..
1
1
♦ Maximum Reactions (Ibs), or •=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh /Rw / U / RL
F' 98 /- /- /73 /18 /19
Wind reactions based on MWFRS
F Brg Width = 118 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 116 -295 B-C 44 -95
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 331 -81 E-D 340 -86
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-E 416 -441 C-D 168 -98
rBUYER') ACKNOWLEDGMENT' fain.
Was staled on the TOD, only Npine
m acceptance o/the professional angineedn
use of this Truss for any Building is the
oadeand TPI-1. Theapproval ofiha
MA-1F
RDO
�DTRD55E5
I. Theapproialofthe TDDand any Feld
Anemnu��m,
A-1 Roof Trusses
set out in the TDD and the plactoo s antl
theres,rieblitkoanddullesotthe Truss
;Mdaity Engineer is NOT the I 4451 St. Lucie Blvd
Fort Pierce. FL 34946
75828
Loading Criteria (pep
TCLL: 20.00
TCDL: 17.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Lumber
Top chord 2x4 SP #2
Bol chord 2x4 SP #2
Webs 2x4 SP #3
I u55 lyptl
VM6 VAL
i 5'1W4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt. NA
Mean Height: 19.37 It
TCDL: 5.0 psf
BCDL: 5.0 psf
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
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(fl) End(ft)
BC 75 0.00 11.84
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Mlsc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
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.
ury I cry U6/TT/ZU19
1 1
11.4.1
Def11CSl Criteria
PP Deflection in loc L/defi L/#
VERT(LL): 0.019 E 999 361
VERT(CL): 0.047 E 999 241
HORZ(LL): 0.005 E - -
HORZ(TL): 0.013 E - -
Creep Factor. 2.0
Max TC CSI: 0.764
Max BC CSI: 0.420
Max Web CSI: 0.141
IF
3157
♦ Maximum Reactions (Ibs), or a=PLF
Gravity Non -Gravity
LOG R+ /R- /Rh 1R.v /U /RL
F' 98 /- /• 774 /19 120
Wind reactions based on MWFRS
F Brg Width = 142 Min'Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 143 -361 B-C 80 -135
Wgt: 49.0 Ibs
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver. 18.02.01A.0205.19 I Chords Tens.Comp. Chords Tens. Comp.
A-E 380 -101 E-D 391 -106
Maximum Web Forces Per Ply'(Ibs)
Webs Tens.Comp. Webs' Tens. Comp.
B - E 474 -537 C - D 235 -179
"WARNING" Please thoroughly revlawthe•A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CON0MONS CUSTOMER (BUYER') ACKNOWLEDGMENT-(orm.
verify design parameters and read notes an this Truss Design Drawing (I DD) and the Specialty Engineer reference sheet before use. UNess otherv+ise stated on the TDD, only None
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. SpeCalty Engineer), the seal on any TDD represents an scceptanoa of the professlonel anginset
msmnsihilily fnr 1hR deslnn of thR sinth Truss deoletad on the T00 only. under TPIA. The deslon assumofions. loading conditions. sulli blliN and use of this Truss for any Build'mn Is the
IU15H
At capilerwd leans an, as defined h TPI-I.
il. Inmrvfmn.NomltiNlMwYM,Itlwwnllm mmJrtvlm N4.1 R Tnav
fold
d
J,10A-1 ROOF
51TRUSSE5
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job,
75828
I MISS IWas Iype
VM7 VAL
1ty I r�y I ww, „��,V
3160
3'1P1
Loading Criteria (pe0
TCLL: 20.00
TCDL: 17.00
SCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0'
Lumber
Top chord 2x4'SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
1 5'1P4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 18.89 It
TCDL: 5.0 psi
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall': not in 9.00
GCpb'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)
Be 75 0.00 13.84
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Code I Misc Criteria
Code: Fee 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
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.
DeflICSI Criteria
PP Deflection in roc L/defl L/#
VERT(LL): -0.032 D 999 361
VERT(CL):-0.079 D 999 241
HORZ(LL):-0.021 D - -
HORZ(TL): 0.050 D - -
Creep Factor: 2.0
Max TC CSI: 0.728
Max Be CSI: 0.388
Max Web CSI: 0.224
Wgt: 54.6 Ibs
0
♦ Maximum Reactions (Ibs), or •=PLF
Gravity Non -Gravity
Loc R+ / R- A Rh / Rw / U / RL
H' 98 /- 1- /75 118 /20
Wind reactions based on MWFRS
H Brg Width = 166 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 164 -410 C-D 0 -59
B-C 95 -217
VIEW Ver. 18.02.01A.0205.19 I Maximum Bet Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-G 427 -120 F-E 437 -125
G - F 437 -125
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - G 438 -525 C - F 397 -345
"WARNING" Please thoroughly review the -A-1 ROOF TRUSSES ('SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER('BUYER) ACKNOWLEDGMENT' form.
Verify design Fammetom and read notes on We Truss Design Dra.Mng CMD) and the Specialty Engineer reference sheet before use. Unless otimna se staled on the TDD, only Alpine
V11
All rapital'mul terns are as defined in TPI-1.
e.la..ol dwu Iltaewnttm—MA-1 Rml Th.0
uee
RIB
E
��T SSES
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
aee
75828
puss I buss type WEY I rry
VM8 VAL 1 1
uon t¢uta
3,163
Fr} 1ra'1
5909
Loading Criteria (Pa0
TCLL: 20.00
TCDL: 17.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 47.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0'
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 18.39 it
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist h to 2h
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 purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 15.84
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)110(10)
Plate Type(s):
WAVE
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.
Deb/CSI Criteria
PP Deflection in loc Udeft U#
VERT(LL): 0.023 H 999 361
VERT(CL): 0.056 H 999 241
HORZ(LL):-0.009 D -
HORZ(TL): 0.015 H - -
Creep Factor: 2.0
Max TC CSI: 0.633
Max BC CSI: 0.378
Max Web CSI: 0.274
Wgt 71.41bs
i
i
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
1• 98 /- /- 175 118 /20
Wind reactions based on MWFRS
I Brg Width = 190 Mim Reci = -
Bearing A is a rigid surface. I
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 180 .457 C - D 117 -262
B - C 77 .280 D - E 46 -90
VIEW Ver. 18.02.O1A.0205.19 I Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - H 470 -138 G - F 484 -145
H - G 480 -143
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-H 398 -491 E-F 135 -103
D-G 389 -421
"WARNING- Please ftmughly revl.w -A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER' ACKNOWLEDGMENT-imm.
W
Rmf Tni
4_A-1 ROOF
_TRD55E5
Rmmco�mm
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job Iruss Imss type Wry rfy ......
3166
75828 VM9 VAL 1 1
IT
Fr+ 19e-1 ,_ 1'r--(
i 5.10.4 1 11.11.13 �
Loading Criteria (peq
Wind Criteria
TCLL: 20.00
Wind SId: ASCE 7-10
TCDL: 17.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzl: NA
Des Ld: 47.00
Mean Height: 17.49 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwalltnot in 9.00
GCpl: 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 telling use purlins
to laterally brace chords as follows:
Chord Spacmg(in oc) Start(ft) End(ft)
TC 24 16.26 17.84
BC 75 0.00 17.84
Apply purlins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Code / Mlsc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FTIRTAO(Ov10(10)
Plate Type(s):
WAVE
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.
Deb/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.071 E 999 361
VERT(CL): 0.173 E 999 241
HORZ(LL):-0.037 E - -
HORZ(TL): 0.074 E - -
Creep Factor. 2.0
Max TC CSI: 0.802
Max BC CSI: 0.344
Max Web CSI: 0.339
Will: 77.0 Ibs
VIEW Ver. 18.02.01A.0205.19
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
K• 98 /- /- 173 /20 /18
Wind reactions based on MWFRS
K Brg Width = 214 Min Req = -
Bearing A is a. rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 183 -453 D-E 26 -126
B-C 88 -293 E-F 1 -1
C - D 128 -275
Maximum Bet Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-J 469 -143 I-H 6 -5
J-1 478 -148 H-G 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-J 361 -464 F-G 179 -181
D - H 476 -521
"WARNING- Pleas.a,oroughly review Ne-A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS sM CONDmONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' f...
the Too
Rm T—
TPI-i. TheepProval of the Tdb and airy Feld
ofessetoAlnthe TOOendthepma send
fines Me responsibilities and duties of the Truss
TheSp d.fty Engineeris NOTNe
5
55A-1 ROOF
9TRUSrE5
nowwwiwww
A-1 Roof Trusses
4451 St. Lucie Blvd.
Fort Pierce. FL 34946
JANUARY 17, 2017
TYPICAL HIP / KING JACK CONNECTION I STDTL01
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-009-1010
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
r
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
ach Corner Jack's
(2) 16d Toe Nails
) TC & BC (Typ)
Attach Comer J:
w/ (2) 16d Toe Nails
BC (Typ)
0
FEBRUARY 17, 2017 ALTERNATE ,GABLE END BRACING DETAIL STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1' - 3' MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES @
r 24' O.C..
2X6 DIAGONAL BRACE SPACED 4B'
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) - I6d 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 ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
END WALL
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 TOTHE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRACE, 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 IDd (131'
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 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 TRUS'_
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 'ORAL
mra
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
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 , , -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
772- 09-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' D.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) 6d (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 PURLIN TO THE TOP CHORD OF
THE BASE TRUSS.
(PURLINS AND CONNECTION BY OTHERS)
i
i
I
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34W
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
P 12
SEE DETAIL °A'
BELOW (TYP.)
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°
S. 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
VALLEY TRUSS
(TYPICAL)
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO USP
WS45 (1/4" X 4.5') WOOD SCREWS
INTO EACH BASE TRUSS.
TRUSS CRITERIA:
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
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 6/12
CATERGORY It BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
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FEBRUARY 5, 2018
TRUSSED VALLEY SET DETAIL
STDTL06
/9
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
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
'A'
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS-01.
7. VALLEY STUD SPACING NOT TO EXCEED 4W O.C.
BASE TRUSSES
VALLEY TRUSS
(T(PICAL)
..
VALLEY TRUSS
(TYPICAL)
SEE DETAIL'A'
BELOW (TYP.)
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
WIND DESIGN PER ASCE 7.98, ASCE 7-02, ASCE 7-05: 146 MPH
NAILS 6' O.C.
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSUREC
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD =50 PSF
#2
ATTACH 2X4 CONTINUOUS'N2
MAX SPACING = 24' D.C. (BASE AND VALLEY)
SYP TO THE ROOF WUOUS
P
l TWOWS3
MINIMUM REDUCED DEAD LOAD OF fi PSF ON THE TRUSSES.
(1/4' X 3') WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
(NO SHEATHING) N.T.S.
41PoRTL58
W191vsA1
kLb;RYS
JLJtY 17, 2017
11\VVVLV V/�LL..LI V1�1 ve...li ♦ems
(HIGH WIND VELOCITY)
STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772409-1010
ATTA(
WIND DESIGN PER ASCE 7-98. ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT= 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:'
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24' O.C. (BASE AND VP
SUPPORTING TRUSSES DIRECTLY UND.rt
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
HTO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6112 PITCH NON -BEVELED
BOTTOM CHORD BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12112 PITCH)
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FLnP V4G
FEBRUARY 17, 2017
STANDARD GABLE END DETAIL
STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, G' D.C.
V ER
STUI
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' OZ. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12
Q VARIES TO COMMON TRUSS
3X4 =
V
* DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END 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.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4' - 0' D.C.
S. 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 MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) IDd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240
VERTICAL
2X6 SP OR SPF
STUDVBRACE
42 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' D.C.
(2) lOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP DR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
PROVIDE 2X4 BLOCKING BETWEEN
THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - IDd NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE
S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
30. 10d AN13 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
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
2X4SP#31STUD
12'0.C.
3-8-10
5-6-11
6£-11
11-1-13
2X4SP#31STUD
16'0.C.
3-3-10
4-9.12
6iF11
0MID-15
2X4SP#31STUD
24'0.C.
248-6
3-11.3
54-12
8-1-2
2X4SP#2
121O.C.
3-10-15
5-6-11
6-6-11
11.8-14
2X45P#2
16'0.C.
3-0-11
4-9-12
6-6-11
10-8-0
2X4 SP#2
24'0.C.
3-1.4
3-11-3
6.2-9
93-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - G' 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 END DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
X,
(2) - 10d
NAILS
TRUSSES ® 24' D.0
2X6 DIAGONAL,BRACE
SPACED 48' D.C. ATTACHED
TO VERTICAL IWITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH'(S) -
IOd NAILS.
I
HORIZONTAL BRACE
(SEE SECTION A -A)
ENO WALL
HEIGHT= 30 FEET
STUD DESIGN IS BASED ON COMPONENTS AND
INCREASE: 1.60 1 CONNECTION OF BRACINGBASED ON MWFRS.LADDING.
FEBRUARY 17, 2017
WITH 2X BRACE ONLY
STDTL09
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD,
FORT PIERCE, FL 34946
772d09-1010
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
10d
6, O.C.
NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
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
2%6 I -BRACE
2%8
2X8 T-BRACE
2%8 I -BRACE
BRACE
SIZE FOR TWO-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
2%6 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 I LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
Awr_=''.. NOTE 1: 2X6 STRONGSACK 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 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772-09-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO END, 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 \�EJV
TTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR
0 TOPATTACHCHORO 1 WITH LS (013131X 7) C NAILS CAB WITH
(0131f3X 3'). r NATTACHAILS ( O VERTICAL
1l \ WEB WITH (3) - IOd
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING /ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 3')
TRUSS 2X6 L� 4' -
STRONGBACK I (TYPICAL
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 CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0216' DIA1
ATTACH TO VERTICAL /INSERT SCREW THROUGH
SCAB WITH (3) - IDd OUTSIDE FACE OF CHORD INTO
NAILS (0.131' X 31 EDGE OF STRONGBACKI(DO NOT
USE DRYWALL TYPE SCREWS)
I
I
0' WALL r BLOCKING
SPLICE) (BY OTHERS) � 1 (BY OTHER5Yi
THE STRONGSACKS 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 7)
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGSACK IS NOT ALIGNED WITH A VERTICAL).
9
FEBRUARY 17, 2017 1 , LATERAL TOE -NAIL DETAIL I ' STDTL11
0
A-1 ROOF TRUSSES.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
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 END AS
SHOWN).
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
'SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
' OIA
SP
i
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
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
5B.9
57.6
50.3
u
p
.131
75.9
69.5{
60.3
59.0
51.1
H
.148
81.4
74.5
64.6
63.2
52.5
ri
i
VALUES SHOWN ARE CAPACITY IPER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3S') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE iOF 115:
3 (NAILS) X 845 (LB/NAIL) X;115 (DOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
FVT-
NEAR SIDE
SIDE VIEW
(2X4) 3.NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
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 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494
772-409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
DF
HF
SPF
SPF-S
LD
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
U)
.162
72
5B
39
37
25
J
2
0
.128
54
42
28
27
19
lJ
Z
Z
0
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
Ul
J
CV
Q
M
Z
.120
51
39.
27
26
17
CD
Z
.128
49
3B
26
25
17
O
.131
51
39
27
26
17
.148
57
44
31
28
20
M)
NOTES:
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 ENO 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 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 COOL FOR WIND) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WINO DOL OF 1.50:
3 (NAILS) X 37 (LB/NAIL) X 1.60 COOL FOR WINO) = 177 LS MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
rrr USE (3) TOE -NAILS ON 2X4 BEARING WALL
rrr USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S
3E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
L
NAIL
NAIL
SIDE VIEW
END VIEW
ABRUARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT I STDTLI3
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL M46
772-409-1010
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.
2x2 SP No. 3
April 11, 2016
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
STDTLI4
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
1.2
VARIES
(4) 12d
MAX 3011 (21-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5 11
T
LIgIF,
16 a3 m
kiPoSft%Yfi
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND
FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1016
;
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
198D
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
1738
260E
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 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. 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 END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
d
• 10d NAILS NEAR SIDE
+ 10d NAILS FAR SIDE
X' MIN
6' MIN
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 G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
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.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16
h
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34945
772-409-1010
TRUSS CRITERIA:
LOADING: ' 40-10-0-10
DURATION FACTOR: 115 ._
SPACING: 24' D.C.
TOP CHORD: 2X4 OR 2XE
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION , .
NOTES:
1. ATTACH 2X SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' DIA. X 3') SPACED S' D.C.
2.. THE END 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'
D.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 ANO LUMBER GRADES