HomeMy WebLinkAboutTrussTypical Cornerset Specifications LEDGER CONNECTIONS BY BUILDER. o Y
(UNLESS NOTED OTHERWISE)
*PLEASE, VERIFY*
*SOME ROOF PLANES VARY FROM ELEVATIONS*
*ROOF LOADING BREAKDOWN IS NOT SPECIFIED IN PLANS (TCLL, TCDL, BCLL BCDL).
APPROVAL OF THIS LAYOUT IS ACCEPTANCE OF THE LOADING BREAKDOWN SHOWN ON THE ENGINEERING SHEETS AND THIS LAYOUT*
*VERIFYALL BEARING HEIGHTS*
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Attach End Jacks
w/ (4) 0.131"0 ToeNails @ T
& (3) 0.131"0 ToeNails @ B
I�G
I'm* NOTE: ALL CEILING DROPS BELOW BEAM ARE L y a E >
w �.O cN.N.a Oo
Attach Corner Jacks w/(2) BY BUILDER. (UNLESS NOTED OTHERWISE) 2 � 5 0 o 2 N
131"0 ToeNails C>. TC: & BC a y t 4 �
(tYP) * NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW a E o 2 N
TRUSS I D AND TRUSS LOCATION ONLY THE BUILDING = OD r � T� E �- m
"
DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL
STABILITY OF THE ENTIRE STRUCTURE. REFER TO THE
NL V1. U y.t.
= a O co y `-
INDIVIDUALTRUSS ENGINEERING DRAWINGS FOR
F2 0
C
8C'E o o 2 >
GRAVITYAND UPLIFT LOADS.
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FOR BRACING & ERECTION DETAILS REFER TO BCSI-03
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REPRESENTS THE LEFT SIDE
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® OF EACH TRUSS DRAWING
¢ 2 � y ° a,m m
Typ. Corner Jack Placement-- 1' 10-15/16" 210" 2'0" 11-1/16"
( NOTE: REFER TO SIMPSON CONNECTOR8
2- F E m
CATALOG FOR INSTALLATION DETAILS)
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* NOTE: LSTA STRAP
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CORNERSET DETAIL.
o
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LOADING
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BY
REMARKS
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It is understood that above []APPROVED
o m w 2
conditions have been reviewed &
o m ❑ r w
are acceptable for the fabrication ❑ APPROVED AS NOTED
d' m m'3 0
at trusses, elevations, pitches,
C 0 •- 0
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_ ° E
overhangs, fascias,ceiling ❑ REVISE AND RESUBMIT
m cc w a E d m
elevations/pitches, bearing
y W= o= 0 0 0= s
2 A « `E = E 0.
conditions &all detail pertaining ❑ REJECTED
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to this truss placement plan. No
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back charges will be accepted
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without previous written approval DATE
N N C ._
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from an A-1 Roof Trusses
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representative. REVIEWED BY
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PLAN DATE
ARCH: /--/---- STRUCT:
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JOHN & CHERRIE
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PALOMINO RESIDENCE
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�/l a li t l e l JOB # 81433 MASTER - m@ a o 0- 0 9 a=
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SEF6 AS FB3 1812 BC781D 52 B44E ACES CA � g y 2«3 4 N = O
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F - A FLORIDA CORPORATION � 0 c " Bpi � W� j, `0
Ph 772-409-1010 / Fax 772-409-1015 = c4� 5 a
hftp://www.a1truss.com m C 0_ 2 T°= 0 8
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I.
A4 ROOF
&*MTRUSSES
A FLORIDACORPORATION
RE: Job 81433
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Site Information: A U G 19 "020
Customer Info: JOHN MU -5$.q_dc&WuQYJEARi
Lot/Block:
Address: PSL, FL Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 170
Roof Load: 55.0 psf Floor Load: 0.0 psf
This package includes 70 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.
A-1 Roof Trusses
4451 St Lucie Blvd
'Fort Pierce, FL 34946
ND Project Name: PALOMINO RESIDENCE
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
7578
A01 G
8/4/20
13
4294
A13
8/4/20
25
4053
CO3
8/4/20
2
4089
A02
8/4/20
14
4300
A14G
8/4/20
26
4194
C04
8/4/20
3
4267
A03
8/4/20
15
3958
A15
8/4/20
27
4252
D01 G
8/4/20
4
4270
A04
8/4/20
16
4303
A16
8/4/20
28
4029
D02
8/4/20
5
4273
A05
8/4/20
17
4237
A17G
8/4/20
29
4032
D03
8/4/20
6
4276
A06
8/4/20
18
6762
A18G
8/4/20
30
6756
E01 G
8/4/20
7
4279
A07
8/4/20
19
7572
B01 G
8/4/20
31
3923
E02
8/4/20
8
4285
A08
8/4/20
20
14085
B02
8/4/20
32
3926
E03
8/4/20
9
4288
A09
8/4/20
21 14062
B03
8/4/20
33
4190
E04
8/4/20
10
3987
A10
8/4/20
22
4065
B04
8/4/20
34
6771
G01
8/4/20
11
3984
A11
8/4/20
23
6768
C01 G
8/4/20
35
7575
G02
8/4/20
12 13981
1
Al2
8/4/20
24
4050 1
CO2
8/4/20
36
3964
G03
8/4/20
i is u uaa w awu iy,a) roic� c� n.w .,.v. —,. N,.N-- uy—p.l rc � nju ¢xrw nwucu, B ru. unuer n ryuBcaibupervisron Udbeu on me pdrdmeterb prowaea oyH--r MOOT i russes, t ta.
Truss Design Engineer's 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 professional engineering
responsibility solelyforthe truss components shown.
The suitability and use of components forany particular building is the responsibTrty of the building
designer, perMSUTPI-1 See.2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
documents (also referred to at t'urres as'Structurdl Engineering Documents) provided bythe Building
Designer indicating the nature and characterofthe work
The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific
location]. These TDDs (also referred to attinres as'Structural Delegated'
Engineering Documents) are specialty structural component designs and maybe part of the projects
deferred or phased submittals. Asa Truss Design Engmeer(i.e, Speciatty
Engineer), the seal hen: and on the TDD represents an acceptance of professional engineering
responsibility forthe design of the single Truss depicted on the TDD only. The Building Designer is
responsible forand shall coordinate and review the TDDs for
compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes.
N1
Manuel
MartinE
.sg$ lAt. e _
SE F6 AS F03 1 129C?8 Dt�SE Ffd CEAC6 CA - t�
Manuel Martinez, RE
4620 Parkview Dr.
SLCloud,FL34771 = .,y
Page 1 of 2
A4 ROOF
TRUSSES:
A FLORIDA CORPORATION
RE: Job 81433
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
37
4234
G04
8/4/20
75
STDL05
STD. DETAIL
8/4/20
38
4166
HJ3
8/4/20
76
STDL06
STD. DETAIL
8/4/20
39
4023
HJ5
8/4/20
77
STDL07
STD. DETAIL
8/4/20
40
7569
HJ6
8/4/20
78
STDL08
STD. DETAIL
8/4/20
41
6765
HJ7
8/4/20
79
STDL09
STD. DETAIL
8/4/20
42
6753
HRA
8/4/20
80
STDL10
STD. DETAIL
8/4/20
43
6759
HJ7B
8/4/20
81
STDL11
STD. DETAIL
8/4/20
44
4017
HJ8
8/4120
82
STDL12
STD. DETAIL
8/4/20
45
3908
11
8/4/20
83
STDL13
STD. DETAIL
814/20
46
3949
JIA
8/4/20
84
STDL14
STD. DETAIL
8/4/20
47
4306
JIB
8/4/20
85
STDL15
STD. DETAIL
8/4/20
48
14160
J2
8/4/20
86
STDL16
STD. DETAIL
8/4/20
49
4020
J2A
8/4/20
50
3911
J3
814/20
51
4008
J3A
8/4/20
52
4315
J313
8/4/20
53
14157
J4
8/4/20
54
4011
J4A
8/4/20
55
4342
J4G
8/4/20
56
6750
J5
8/4/20
57
4014
J5A
8/4/20
58
14320
J513
8/4/20
59
6744
J5C
8/4/20
60
4005
J6A
8/4/20
61
4035
J7
8/4/20
62
3905
RA
8/4/20
63
14323
J713
8/4/20
64
4112
PB01
8/4/20
65
4115
PB02
8/4/20
66
4109
PB03
.8/4/20
67
4336
VM02
8/4/20
68 14337
`•VM04
814/20
69
4338
VM06'
814/20
70
4339
VM07
8/4/20
71
STDL01
STD. DETAIL
8/4/20
72
STDL02
STD. DETAIL
8/4/20
73
STDL03
STD. DETAIL
8/4/20
74
1 STDL04
STD. DETAIL
8/4/20
Page 2 of 2
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job
81433
Truss Truss Type lyty P
A01 G I MONO I Q1 2
08/04/2020
7578
l�
�- 127 7'0"13 8'11 "3 i- 811 "3 10'0"13 1 2+ 14'4"
11110X14(R)
1111.5X4 1113X4
IIIH0714(R)
12 \\\4X4(R) EaH1319
5 p D E F
=3X10(C6)
5X6(C6)r_--5X14 C (a
B
AD' AC AB AA Z Y X W
=3X10 =7X10 =1-10710 =10X10 =1-11319(I) 1115X12(R)
SEAT PLATE REQ.
2 59W
63'8"
r 1810"5 1876
5176# 6269t
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 6.37 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Lumber
Top chord 2x8 SP 2400f-1.8E T5 2x4 SP #2;
Bot chord 2x8 SP 2400f-1.8E
Webs 2x4 SP #3 W4,W6,W8,W1 0,W14,W1 6 2x4 SP #2;
W11,W13 2x4 SP M-30; W12 2x6 SP #2;
Lt Slider: 2x8 SP 2400f-1.8E; block length = 2.900'
Rt Slider: 2x8 SP 2400f-1.8E; block length = 2.900'
Bracing
(a) Continuous lateral restraint equally spaced on member.
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @ 7.75" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1) 112" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 78 plf at 0.00 to 78 plf at 63.67
=4X6
=7X8 III H0710(R)
=5X6
K ML N p '--4X4
^15X4
P
(a)
V U T S
=7X8 =H0710 =7X10 =4X6
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.859 J 825 360
ktRT(CL): 1.655 J 428 354
HORZ(LL): 0.184 S - -
HORZ(TL): 0.354 S - -
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.988
Max Web CSI: 0.989
Wgt: 1185.8 Ibs
VIEW Ver. 20.01.01A.0724.11
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)
TC 24 12.17 19.24
TC 24 37.10 51.31
BC 61 0.00 63.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
26'2"5
Z-�5X12 T
=3X8(C6)
/yC6)
R rO
AE
SEAT PLATE REQ.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
AD 9434 /- /- /- /5153 /-
AE 8343 /- /- /- /4525 /-
Wind reactions based on MWFRS
AD Brg Width = 8.0 Min Req = 3.9
AE Brg Width = 8.0 Min Req = 3.5
Bearings AD & AE are a rigid surface.
Bearings AD & AE require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords ITens. Comp.
A - B
222 -480
J - K
8864 -16022
B - C
4152 -7572
K - L
6608 -12031
C - D
5097 - 9251
L - M
6529 -11913
D - E
4750 - 8634
L - N
97 -140
E - F
7415-13407
M - O
3923 -7204
F - G
6248-11347
N - O
94 -137
G - H
6223-11302
O - P
4379 - 7999
H -1
6733-12219
P - Q
3624 - 6653
1-1
6758-12265
Q - R
182 -411
Loading
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
Truss passed check for 20 psf additional bottom chord live load
!it dioatswith
42"-high x 24"-wide clearance.
AD -AC 4993 -2749
X - W
16011 -8857
A -AD 429 -186
W - V
14179 - 7836
Wind
AC -AB 7021 -3848
V-U
9781 -5377
Wind loads and reactions based on MWFRS.
AB -AA 11069 -6117
U - T
9781 -5377
AA- Z 11069 - 6117
T - S
6162 - 3354
Blocking
Apply additional nailing over the following bearings
with fasteners at 4" oc both perpendicular and
parallel to grain. In lieu of additional nailing,
apply blocking reinforcement to
prevent buckling of members over the bearings:
Bearing 1 located at 2.0' (blocking >= 5.50" if used)
Bearing 2 located at 61.0' (blocking >= 5.50" if used)
BC: From 20 plf at 0.00 to 20 plf at 26.14
BC: From 50 plf at 26.14 to 50 plf at 30.19
Additional Notes
BC: From 20 plf at 30.19 to 20 plf at 63.67
BC: 5176 lb Conc. Load at 18.86
WARNING: Furnish a copy of this DWG to the installation contr
BC: 6269 lb Conc. Load at 37.47
follow provisions of BCSI in handling and installation of trusses
injuries. Do not permit inexperienced and uninstructed people to
Plating Notes
"WARNING" note below. BCSI recommends retaining a register
engineer for the design of temporary bracing.
All plates are 7X10(R) except as noted.
The maximum concentrated load is 6270#
(1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
Z - Y 13481 -7455 S -AE 4398 -2406
Y - X 8959 - 4936
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. -Webs Tens. Comp.
AD- B 3381 - 6086
X - I
75 -170
B--AC 2181 -1178
X - J
3799 - 6788
AC- C 936 -1621
J - W
352 - 341
C -AB " ` 1826 -1017
W - K
3353 -1869
IIAAEFailuM iq
K - V
2168 - 3796
.-1681
c,Rg result I�fIg1024
V - M
3975 -2174
S( o1 t SR30
M - T
2427 -4342
-13101
O - T
3034 -1632
F - Y ,: 2431 -4317
T - P
1425 -788
G - Y 78 -168
P - S
796 -1376
Y - H 3700 -2016
S - Q
1899 -1017
H - X 5679 -3114
Q -AE
2977 -5384
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvriaht 0 2016 A-1 Rnnf Tnr. caa - Renroduclinn of thin d-mnnt. in anv fmm�. in nmhihhed withmit thn writtan mmiecion of A-1 Rnnf Tntecxx.
JOD
81433
I fuss
A02
I russ I ype
COMN
1474 i 7'0"13 i 610"15 i 6'10"15
12 1111.5X4
5 p
06X8 C
=4X6(:>.B,1-
555
Aa) Z"
Ury I-ly Ut5/U4/'LULU
1 1 aoss
I
i
14'4"13 1474 �{
=8X8 F 1117X10(R) =3X4
D E G H
W' V U T S R Q
1114X10 ==-8X10 =H0510 =5X6 =H0510 =-3X6
SEA, PLATE REQ.
2 59'8"
i 63'8"
Loading Criteria (ps0
Wind Criteria
Code / Misc Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 15.00
Speed: 170 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 55.00
Mean Height: 25.00 ft
WAVE, HS
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: 6.37 ft
Loc. from endwall: not in 17.00
ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 W1 2x6 SP #2; W2,W8,
W9 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 7X8 except as noted.
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)
TC 24 14.19 21.26
TC 24 35.08 49.48
BC 90 0.00 63.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24%wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
Defl/CSI Criteria
PP Deflection in loc
VERT(LL): 0.616 G
VERT(CL): 1.157 G
HORZ(LL): 0.138 D
HORZ(TL): 0.260 D
Creep Factor: 2.0
Max TC CSI: 0.904
Max SC CSI: 0.993
Max Web CSI: 0.982
Wgt: 442.4 Ibs
VIEW Ver. 19.01.00A
P O
=5X6 =110510
I III1.5X4
J -6XB
(a)=4X6(A1)
K
a L
N IP
=8X10 1114X10
SEAT PLATE REQ.
♦ Maximum Reactions (Ibs)
L/# I Gravity Non -Gravity
zan Loc R+ / R- / Rh / Rw / U / RL
1 354 W 3584 /- /- /1995 /834 1406
- M 3584 /- /- /1995 /865 !-
Wind reactions based on MWFRS
W Brg Width = 8.0 Min Req = 3.0
M Brg Width = 8.0 Min Req = 3.0
Bearings W & M are a rigid surface.
Bearings W & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
8.15 A - B 272 -440 G - H 5026 -7860
B - C 3264 -5450 H -1 4440 -7023
C - D 3463 -5401 I - J 3390 -5401
D - E 4474 - 6934 J - K 3188 - 5447
E- F 3865 -59, 7 K- L 269 -442
F - G 3860 - 59. 7
I
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - W
443 - 248
R - Q
7890 -4567
W - V
818 -492
Q - P
7088 -4002
V - U
5132 -2971
P - O
5131 -2891
U - T
5132 -2971
O - N
5131 -2891
T - S
7001 -4036
N - M
819 -470
S - R
7890 -4567
M - L
444 -245
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
W - B
2135 - 3370
G - Q
599 - 635
B - V
4250 - 2410
Q - H
1048 - 757
C - V
482 -445
H - P
1039 -1386
V - D
303 - 363
P -1
2512 -1454
D - T
2435 -1485
I - N
298 - 364
T - E
1107 -1418
N - J
494 -451
E - S
1464 - 2135
N - K
4247 - 2348
F - S
3771 -2306
K - M
2090 -3365
S - G
2166 -3324
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn,c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the .St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1.
(`.nnvriaht 0 2016 A-1 Rnof Tnisses - Rsnrnduotion of this d-iment. in anv form. is nmhihitad without the written nnnnission of A-1 Roof Tni. sss.
Job
814.33
Truss Truss Type Qty Ply
A03 MONO 1 1
08/04/2020
4267
i 1674 7'0"13 - + 4'10"15 --}-- 4'10"15 1 14'4"13 1674
=7X8
%7X6(R) 1117X8(R) G =8X8 1113X4
=4:
Al)
r A vv v u t a M U r U
1114X10 =7X8 =6X6=4X8 =H0510 =7X8 =H0510 =H0510 =8X10 1114X10
SEP T PLATE REQ. SEAT PLAT REQ.
59'8"
Loading Criteria (psf) Wind Criteria Code / Misc Criteria
TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
TCDL: 15.00 Speed: 170 mph TPI Std: 2014
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
EXP: C Kzt: NA Plate Type(s):
Des Ld: 55.00 Mean Height: 25.00 ft WAVE, HS
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: 6.37 ft
Loc. from endwall: not in 17.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2
Bot chord 2x6 SP 2400f-2.OE B1 2x6 SP #2;
Webs 2x4 SP #3 W1 2x6 SP #2; W2,W8,
W12 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 6X8 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in cc) Start(ft) End(ft)
TC 24 16.19 23.26
TC 24 33.08 47.48
BC 79 0.00 63.67
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42'-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
WARNING: Fumish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
63'8"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
VERT(LL): 0.543 H
999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 1.019 H
694 354
Y 3584 /- /- /2012 /853 /406
HORZ(LL): 0.129 E
- -
O 3584 /- !- /2012 /845 /-
HORZ(TL): 0.244 E
- -
Wind reactions based on MWFRS
Creep Factor: 2.0
Y Brg Width = 8.0 Min Req = 4.2
Max TC CSI: 0.781
O Brg Width = 8.0 Min Req = 3.0
Max BC CSI: 0.997
Bearings Y & O are a rigid surface.
Max Web CSI: 0.967
Bearings Y & O require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:446.6lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ven 19.01.00A.0618.15
A - B 184 -386 H -1 4126 -6530
B - C 3210 -5412 I - J 4126 -6530
C - D 3500 - 5688 J - K 3553 - 5590
D - E 3514 - 5538 K - L 3539 - 5673
E - F 3402 - 5163 L - M 3315 - 5747
F - G 3795 - 5912 M - N 368 - 668
G - H 3796 - 5914
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - Y
388 -164
T - S
7002 - 3960
Y - X
762 -468
S - R
7002 -3960
X - W
4931 -2829
R - Q
5047 -2764
W - V
4931 -2829
Q - P
5047 -2764
V - U
6414 - 3634
P - O
1056 - 587
U - T
6414 - 3634
O - N
685 - 362
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
Y - B
2141 -3358
T - H
1900 -2787
B - X
4283 -2455
H - R
569 -664
X - C
604 - 813
I - R
555 - 703
C - V
332 -124
R - J
2067 -1197
E - V
1396 - 750
J - P
332 - 252
V - F
1236 -1780
P - L
586 - 577
F - T
1335 -1765
P - M
4224 -2289
G - T
3945 -2433
M - O
2110 -3332
'WARNING"" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineehn,c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 0471$2
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkVIBW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht 0 2016 A-1 Rrmf Tntaca - Ranrodlidinn of this clot , nt. in anv farm. is nrohihitad without tha written nnrmiF inn of A-1 Rmf Tni s .
.roo
r ru55
I cuss type
ury
fry
Ub/U4/ZUZU
4270
81433
A04
MONO
1
1
�- 1874 "13 2'10"15 '10"15
-�{^ -�- --� TO"I
1874
1117X8(R)
=7X8 1117X8(R)
N7X8(R) =3X6 =6X8
G
T 11125X6 E F
H I
J 112X4
12
5 �
T
CD
KL
In �5X8 a
(a) ((a
(a)
(a) (a
a
\5X
b) =4X6(A1)
zo
(a
4X6(A1)
B
M
A a)
N
8'
Y X W V U
T S R
Q P
0
1114X10 =7X10 =7X8
=8X8 =4X6
=7X10
1114X10
SE�j PLATE REQ.
SEAT PLAT REQ.
59'8"
63'8-
Loading Criteria (psf) Wind Criteria Code / Misc Criteria
Deft/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity
Non -Gravity
TCDL: 15.00 Speed: 170 mph TPI Std: 2014
VERT(LL): 0.536 H 999 360 Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 1.006 H 703 354 Y 3584 /- /-
/2029 /872 /406
BCDL: 10.00 Risk Category: 11 FT/RT:10(0)/10(10)
HORZ(LL): 0.113 E 0 3584 /- /-
/2029 /826 P
EXP: C Kzt: NA Plate Type(s):
HORZ(TL): 0.213E - Wind reactions based on MWFRS
Des Ld: 55.00 Mean Height: 25.00 ft WAVE, HS
�
Creep Factor: 2.0 Y Brg Width = 8.0
Min Req = 3.0
NCBCLL: 10.00 TCDL: 5.0 sf
p
Max TICCSI: 0.891 1 O Brg Width = 8.0
Min Req = 3.0
Load Duration: 1.25 BCDL: 5.0 psf
"
Bearings Y & 0 are a rigid
Max BC CSI: 0.984
surface.
Spacing: 24.0 MWFRS Parallel Dist: h to 2h
Bearings
Y & 0 require a
seat plate.
C&C Dist a: 6.37 ft
Max Web CSI: 0.965 I
Maximum Top Chord Forces
Per Ply (Ibs)
Loc. from endwall: not in 17.00 ft
Wgt: 463.4 Ibs Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00&06�18.15 A - B 464 -875
H - I 3935 -6239
Lumber
B - C 3330 -5863
I - J 3772 -6030
C - D 3574 -5770
J - K 3558 -5758
Top chord 2x6 SP #2
D - E 3596 -5747
K - L 3537 -5780
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 W1 2x6 SP #2; W2,W8 2x4 SP #2;
E - F 3765 -5966
L - M 3284 -5865
F - G 4150 - 6511
M - N 457 - 872
Bracing
i G - H 4333 -6803
(a) Continuous lateral restraint equally spaced on member.
Maximum Bot Chord Forces Per Ply (Ibs)
Plating Notes
Chords Tens.Comp.
Chords Tens. Comp.
All plates are H0510 except as noted.
I A - Y 907 -476
T - S 6065 -3197
Purlins
Y - X 1277 -699
S - R 6065 -3197
X - W 4939 -2650
R - Q 4927 - 2590
In lieu of structural panels or rigid ceiling use purlins
W - V 4939 -2650
Q - P 4927 -2590
to laterally brace chords as follows:
V - U 4939 -2650
P - 0 1273 - 690
Chord Spacing(in oc) Start(ft) End(ft)
U
- T 5383 -2784
O - N 904 -469
TIC 24 18.19 25.26
TC 24 31.08 45.48
BC 100 0.00 63.67
Maximum Web Forces
Per Ply (Ibs)
Apply purlins to any chords above or below fillers
Webs Tens.Comp.
Webs Tens. Comp.
at 24" OC unless shown otherwise above.
Y - B 2129 -3312
H - T 1947 -2848
Loading
B - X 4072 -2153
T -1 275 -264
Truss passed check for 20 psf additional bottom chord live load in areas with
C - X 653 - 684
1 - R 790 - 954
42"-high x 24"-wide clearance.
X - E 531 -327
R - J 1699 - 941
E - U 1603 - 913
J - P 540 - 326
Wind
U - F 1882 -2760
P - L 677 - 706
Wind loads based on MWFRS with additional C&C member design.
U - G 1987 -1284
P - M 4079 -2121
G - T 2827 -1832
M - 0 2104 - 3310
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
I
I
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out inithe TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C flaht 0) 2016 A-1 Reef Tnz - Renrvturlinn of this dnnrment. In anv torn. Is nmhihtted withnut the written merrissinn of A-1 Rn"f Tn3s ea.
Job
81433
Truss Truss Type
A05 MONO
Qty Ply 108/04/2020
1 1
4273
T
M
O
iT
1�
z0'z"
=4
=7X8 =7X8
�SXR E F
23715 1207
III3X4 =7X8
G H _ ova
'Al)
•.• . V t- V Iv M
=6X6 =3X4
=7X8 =3X4 =3X6 =7X8 =4X8 =6X6 -7X8
SEAT PLATE REQ. SEAT PLATE REQ.
f 2 A 59W 12
Loading Criteria (psf) Wind Criteria Code / Misc Criteria
TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
TCDL: 15.00 Speed: 170 mph TPI Std: 2014
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
EXP: C Kzt: NA Plate Type(s):
Des Ld: 55.00 Mean Height: 25.00 ft 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: 6.37 ft
Loc. from endwall: not in 17.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 W1 2x6 SP #2; W2,
W8 2x4 SP 2400f-2.0E;
Lt Splice Block: 2x4 SP #3;
Bracing
(a) Continuous lateral restraint equally spaced on member.
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)
TC 24 20.17 43.50
BC 107 0.00 63.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
63'8"
Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.371 G
999 360
Loc R+ ! R- / Rh / Rw / U / RL
VERT(CL): 0.696 G
999 351
V 3582 /- /- /2051 /864 /390
HORZ(LL): 0.113 M
- -
M 3582 /- /- /2051 /864 /-
HORZ(TL): 0.213 M
- -
Wind reactions based on MWFRS
Creep Factor: 2.0
V Brg Width = 8.0 Min Req = 3.0
Max TC CSI: 0.766
M Brg Width = 8.0 Min Req = 3.0
Max BC CSI: 0.976
Bearings V & M are a rigid surface.
Max Web CSI: 0.971
Bearings V & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:435.4lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A - B 287 -760 G - H 3247 -5529
B - C 391 -816 H - I 3063 -5443
C - D 3032 - 5503 I - J 3033 - 5506
D - E 3061 - 5441 J - K 390 - 813
E - F 3239 - 5512 K - L 286 - 757
F - G 3247 -5528
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - U
783 -300
Q - P
5535 -2593
U - T
5035 -2565
P - O
4719 -2256
T - S
4719 -2254
O - N
4719 -2256
S - R
4719 - 2254
N - M
5038 - 2567
R - Q
5535 -2593
M - L
780 -298
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - U
752 - 746
G - P
547
- 682
U - C
2765 - 5199
P - H
1259
- 631
C - T
376 -197
H - N
493
-171
T - E
489 -171
N - J
377
-197
E - R
1260 - 621
J - M
2768
- 5205
R - F
554 - 687
M - K
751
- 746
F - P
190 -190
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unlessotherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkVieW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the .St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1.
('.onwiaht A 2016 A-1 Ronf Tmcses— Renmdurdinn of this dorerment. In anv form. is nmhihited vrithnut the written nannissinn of A-1 RoofTnrsses,
Job 1 russ I russ I ype uty rry Ut3/U4/ZUZu
4276
81433 A06 MONO 1 1
22'2"
*7X8
E
5 �
T 12
g3X4C D
o (a)
a (a)
SXSB
4X6(A1)A a)
19'3"15
1113X4=5X8 =7X8
F G Hi
7\>N���at.=
227
3X4
J--5X6
4X6(A1)
s•
1114X10U
1114X10
X8=H0510= X4
=8X10
= X4=H0510 =6X8
SE�T PLATE RED.
SEAT PLATE REQ.
2
59'8"
!
fL
63'8"
I
Loading Criteria (psf) Wind Criteria Code / Misc Criteria
Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc Udefl
U# Gravity
Non -Gravity
TCDL: 15.00 Speed: 170 mph TPI Std: 2014
VERT(LL): 0.336 F 999
360 Loc R+ / R- ! Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.631 F 999
354 U 3577 /- /-
/2060 /847 /429
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.094 M 1
- M 3583 /- /-
/2060 /847 /-
EXP: C Kzt: NA Plate Type(s):
HORZ(TL): 0.177 M
- Wind reactions based on MWFRS
Des Ld: 55.00 Mean Height: 25.00 ft WAVE, HS
g
Creep Factor: 2.0
U Brg Width = 8.0
Min Req = 3.0
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0916
M Brg Width = 8.0
Min Req = 3.0
Load Duration: 1.25 BCDL: 5.0 psf
"
.
Max BC CSI: 0.973
Bearings U & M are a rigid
surface.
Spacing: 24.0 MWFRS Parallel Dist: h to 2h
I
Bearings U & M require
a seat plate.
C&C Dist a: 6.37 ft
Max Web CSI: 0.885
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 17.00 ft
Wgt: 428.4 Ibs
Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.15
A - B 309 -571
G - H 3123 -5250
Lumber
B - C 2698 -5274
H -1 3010 -5410
C - D 2972 -5439
I - J 2972 -5447
Top chord 2x6 SP #2 T2 2x6 SP 2400f-2.OE;
D - E 3010 -5402
J - K 2698 -5283
Bop chord 2x6 SP 2.0E
E - F 3123 -52
K - L 309 -571
Webs 2x4 SP #3 W1 2x6 SP #2;,W2,W6 2x4 SP #2;
F - G 3123 - 5249
Bracing
(a) Continuous lateral restraint equally spaced on member.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Purlins
A - U 590 -302
Q - P 4680 -2188
In lieu of structural panels or rigid ceiling use purlins
U - T 962 -612
P - O 5224 -2629
to laterally brace chords as follows:
T - S 5213 -2628
O - N 5224 -2629
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 22.17 41.50
S - R 5213 -2628
N - M 963 503
BC 107 0.00 63.67
R - Q 4677 -2187
M - L 589 - 302
Apply purlins to any chords above or below fillers
at 24" CC unless shown otherwise above.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
U - B 1959 -3350
Q - H 835 -422
42"-high x 24"-wide clearance.
B - T 3913 -1813
H - P 653 -174
T - C 617 -890
P - J 473 -449
Wind
C - R 473 -442
J - N 618 - 893
Wind loads based on MWFRS with additional C&C member design.
R - E 649 -174
N - K 3922 -1813
E - Q 839 -422
K - M 1959 - 3354
Additional Notes
j
F - Q 645 -868
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
!
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER) ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineednE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the Too only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, lace] building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkUeW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Convdnht 0 2016 A-1 Roof To— — Ranrnduntinn of this dnnrment. in am form. Is nmhihhad vAthart the written narmission of A-1 Roof Tnt. sas.
Job Truss Truss Type Qty Ply 08/04/2020
r 81 433 A07 I MONO 11 1
4279
1=4X6(A1;
r 24'2" 15'3"l5 247
c7X8 1112X4 =7X8
F G H
SEAT PLATE REQ.
=IAA =MUD IU=4A?j =HU/lu =4XC=HUblU =7X6
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 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: 6.37 ft
Loc. from endwall: not in 17.0
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2 T2 2x6 SP 2400f-2.0E;
Bot chord 2x6 SP #2 B2,B3 2x6 SP 2400f-2.OE;
Webs 2x4 SP #3 W1 2x6 SP #2; W2,W7 2x4 SP #2;
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.
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)
TC 24 24.17 39.50
BC 78 0.00 63.67
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result in serious
Injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
SEAT PLATE REQ.
59W 2'
63W -
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L/# Gravity Non -Gravity
VERT(LL): 0.333 G
999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.625 G
999 354 V 3584 A A /2067 /825 /467
HORZ(LL): 0.099 N
- - N 3584 A /- 12067 /825 A
HORZ(TL): 0.187 N
- - Wind reactions based on MWFRS
Creep Factor: 2.0
V Brg Width = 8.0 Min Req = 4.2
Max TC CSI: 0.901
N Brg Width = 8.0 Min Req = 4.2
Max BC CSI: 0.981
Bearings V & N are a rigid surface.
Max Web CSI: 0.992
Bearings V & N require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:455.0lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A - B 201 -446 G - H 2913 -4812
B - C 2862 - 5623 H -1 3270 - 5480
C - D 2968 - 5543 I - J 2993 - 5429
D - E 2993 -5429 J - K 2968 -5543
E - F 3270 -5480 K - L 2862 -5623
F - G 2913 -4812 L - M 201 -446
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
A - V
451 -188
R - Q
4441 -2005
V - U
824 -559
Q - P
5107 -2483
U - T
5107 -2482
P - O
5107 -2483
T - S
5107 -2482
O - N
824 -390
S - R
4441 - 2004
N - M
451 -188
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
V - B
1969 - 3352
R - H
702
- 331
B - U
4392 -2119
H - Q
1153
-716
U - C
487 - 672
Q -1
681
- 717
C - S
323 - 271
Q - K
323
- 272
E - S
681 - 717
K - O
487
- 672
S - F
1153 -716
O - L
4392
-2119
F - R
702 -331
L - N
1969
-3352
G - R
576 - 740
'WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOO, only Alpine
connector plates shall be used for the TOD.to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOO represents an acceptance of the professional engineedn.c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TOO and any field
use of the 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 practices and 4620 ParkVlew Dr
guidelines of the Building Component Safety Information (SSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvrinht W 201R A-1 Ronf Tniecgc — Renrodurtinn of this donrment, in env In— is nmhihftnd without the written nemricsinn of A-1 Ronf Tnlsses.
JOD 1 Russ
81433 A08
I russ I ype Uty my
HIPS 1 3 1 1
Ub/U412UZU
4285
ti 1
2373 1615"10
_-7X8 =5X8 1112X4
F G H
12 1111.5X4 E
5 p
5X6D
to 03X4C ()a (a) (a)
(a)
65X10 B
=4X6(A1 jA
1115X8 V U T S
=5X8 =H0510 =5X8 =8X10
SEAT PLATE REQ.
224
A 59'8" -
63'8" -
Loading Criteria (psf)
Wind Criteria
TOLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 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: 6.37 ft
Loc. from endwall: not in 17.0
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 W1 2x6 SP #2;` W2,
W9 2x4 SP M-30; W7 2x4 SP #2;
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.
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)
TC 24 23.60 40.07
BC 108 0.00 63.67
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
WARNING: Fumish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
Defl/CSI Criteria
PP Deflection in loc
VERT(LL): 0.400 H
VERT(CL): 0.708 H
HORZ(LL): 0.109 O
HORZ(TL): 0.192 O
Creep Factor: 2.0
Max TC CSI: 0.788
Max BC CSI: 0.970
Max Web CSI: 0.869
Wgt: 450.8 Ibs
VIEW Ver. 19.01
237"3
J>(a)
X6
S..
M�5X10
N=4X6(A1)
=5X8 =H0510 =5X8 1115X80
SEAT PLATE REQ.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
360 Loc R+ / R- / Rh / Rw / U / RL
9 354
W 3911 /- /-
/2066 /831 /456
-
O 3911 !- /-
/2066 /831 !-
-
Wind reactions based on
MWFRS
W Brg Width = 8.0
Min Req = 3.2
O Brg Width = 8.0
Min Req = 3.2
Bearings W & O are a rigid surface.
Bearings W & O require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Camp.
8.15
A - B 257 -470
H - I 2976 -5564
B - C 2689 - 5931
I - J 3234 - 6067
C - D 2966 - 6157
J - K 29M - 6086
D - E 2994 -6086
K - L 2966 -6158
E - F 3234 - 6066
L - M 2688 - 5931
F - G 2976 - 5564
M L N 256 - 469
G - H 2975 - 5564
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - W
481 -247
S - R
5061 -2043
W - V
895 -610
R - Q
5760 -2557
V - U
5760 -2556
Q - P
5760 -2557
U - T
5760 -2556
P - O
895 -446
T - S
5061 -2042
O - N
481 -246
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
W - B
1950 - 3710
S - 1
800
- 380
B - V
4617 -1873
I - R
1244
- 669
V - C
588 - 905
R - J
596
- 579
C - T
367 - 342
R - L
367
- 342
E - T
596 - 578
L - P
589
- 906
T - F
1244 - 668
P - M
4617
-1873
F - S
800 -380
M - O
1949
-3710
H - S
629 - 811
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYERS) ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkVieW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
r-daht (5) 2016 A-1 Ronf Tnicsas - Rnnmrindinn of this domrmnnt. in anv form. is nrnhihite.A withmn the wrimnn narmi. sim of A-1 Rod Tniacec. i.
Job Truss truss type U y Fly Utf/U4/ZU2U
81463 1 A09 HIPS 1 1 4288
2479 15714 1 2479
i57X8 III1.5X4 r--7XB
F G H
=4X6(A1) I
t
4=4X6(A1)
=7X8 =3X4=H0510 =3X4 =7X10 =3X4 =H0510=3X4
SEA'( PLATE REQ. SEAT PLATE REQ.
2 59'8" 2
I. 63W
Loading Criteria (lost) Wind Criteria Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc Udefl U#
Gravity
Non -Gravity
TCDL: 15.00 Speed: 170 mph TPI Sid: 2014
VERT(LL): 0.307 G 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.577 G 999 351
W 3585 /- /-
/2070 /825 /468
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.123 N - -
N 3585 /- /-
/2070 /825 /-
EXP: C Kzt: NA Plate Type(s):
HORZ(TL): 0.232 N
Wind reactions based on
MWFRS
Des Ld: 55.00 Mean Height: 25.00 ft WAVE, HS
Creep Factor: 20.
W Br Width = 8.0
9
Min Re 4.2
q =
NCBCLL: 10.00 TCDL: 5.0 psf
p
Max TC CSI: 0.784
N Brg Width = 8.0
Min Req = 4.2
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.993
Bearings W & N are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h to 2h
Bearings W & N require a seat plate.
C&C Dist a: 6.37 ft
Max Web CSI: 0.851
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 17.00 ft
Wgt: 457.8 Ibs
Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.15
A - B 114 -388
G - H 2861 -4687
Lumber
B - C 167 -411
H -1 2794 -4981
C - D 2965 - 5639
I - J 2969 - 5422
Top chord 2x6 SP #2 T2 2x6 SP 2400f-2.OE;
D - E 2969 -5422
J - K 2965 -5639
Bot chord 2x6 SP #2 B2,B3 2x6 SP 2400f-2.OE;
E - F 2794 -4981
K - L 167 -411
Webs 2x4 SP #3 W1 2x6 SP #2; W2,W7 2x4 SP #2;
F - G 2861 -4687
L - M 113 -388
Bracing
(a) Continuous lateral restraint equally spaced on member.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Purlins
A - V 394 -100
R - Q 4423 -1983
In lieu of structural panels or rigid ceiling use puffins
V - U 4195 -2065
Q - P 5129 -2473
to laterally brace chords as follows:
U - T 5129 -2472
P - O 5129 -2473
Chord Spacing(in oc) Start(ft) End(ft)
T - S 5129 -2472
O - N 4195 -2066
TIC 24 24.21 39.45
BC 79 0.00 63.67
S - R 4423 -1982
N - M 394 -100
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
B - V 490 -497
R - H 502 -306
42"-high x 24"-wide clearance.
V - C 2694 -4904
H - Q 683 -195
C - U 1052 -434
Q - 1 563 - 812
Wind
U - E 306 -232
1-0 306 -232
Wind loads based on MWFRS with additional C&C member design.
E - S 563 -812
O - K 1052 -434
F - S 683 -195
K - N 2694 -4904
Additional Notes
F - R 502 -306
N - L 490 -497
WARNING: Fumish a copy of this DWG to the installation contractor. Failure to
G - R 452 -604
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Speclalty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the )� 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkVieW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
C nvdnht 0 2016 A-1 RonfTnisces — Renrnduction of this doncment. in anv fmmo. is nmhihited vrithmd the wdtten nenni. Ginn of A-1 Rnnf Tnrecns.
Job
I russ
I Russ I ype
(.try
Vly
Ut3/U4/LUZU
3987
81433
A10
HIPS
1
1
-R
2279
I
19'2"14
2279
*7X8
1113X4=5X8 =7X8
E
F G H
T12
5
7X8
,7X8 D
I
_
(a)
(a) (a
rn
�4X10 C
(a)
(a
J �4X10
1113X4B
K III3X4
I =4X6(A1)A
(a)
(a L=4X6(A1)
U.
V U T
S R
Q P
O N M_7X8
=7X8 =3X4=H0510 =3X4
=8X10 =3X4 =H0510=3X4
SEAT PLATE REQ.
2
SEAT PLATE REQ.
2'
59W
63'8"
I
Loading Criteria (per)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defi L/#
Gravity Non -Gravity
TCDL: 15.00
Speed: 170 mph
TPI Std: 2014
VERT(LL): 0.372 F 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.699 F 999 351 V 3583 /- /- /2062 /844 /428
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.130 M - M 3584 /- /- /2062 /844 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.245 M - Wind reactions based on MWFRS
Des Ld: 55.00
Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0 V Brg Width = 8.0 Min Req = 3.0
NCBCLL 10.00
TCDL: 5.0 psi
M Br Width = 8.0 Min Re 3.0
Max TC CSI: 0.914 9 q =
Load Duration: 1.25
BCDL: 5.0 sf
P
Max BC CSI: 0.9Bearings V & M are a rigid surface.
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
Bearings V & M require a seat plate.
C&C Dist a: 6.37 ft
Max Web CSI: 0.964 64
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from l: not in 17.00
ft
Wgt: 448.0 Ibs Chords Tens.Comp. Chords Tens. Comp.
GCpI: 0.18
i:
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15 A - B 136 -506 G - H 3079 -5155
Lumber
B - C 205 -531 H - I 2904 -5108
C - D 2984 -5582 I - J 2984 -5584
Top chord 2x6 SP #2
D - E 2904 -5106 J - K 205 -531
Bot chord 2x6 SP 2400f-2.0E B2,B3 2x6 SP #2;
E - F 3079 -5155 K - L 136 -506
Webs 2x4 SP #3 W1 2x6 SP #2; W2,W7 2x4 SP #2;
l
F - G 3078 - 5154
Bracing
(a) Continuous lateral restraint equally spaced on member.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords
Tens.Comp.
Chords
Tens. Comp.
Purlins
A - U
505 -133
Q - P
4592 -2108
In lieu of structural panels or rigid ceiling use purlins
U - T
4434 -2222
P - O
5054 =2447
to laterally brace chords as follows:
T - S
5052 -2446
O - N
5054 -2447
Chord Spacing(in oc) Start(ft) End(ft)
S - R
5052 -2446
N - M
4436 -2223
TC 241.
BC 81 0.21.00 63.67
R - Q
4591 - 2107
M - L
505 -133
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
B - U
514 -507
Q - H
798 -471
42"-high x 24"-wide clearance.
U - C
2765 -4973
H - P
648 -206
C - T
747 -240
P -1
434 -591
Wind
T-D
232 -156
I-N
232 -156
Wind loads based on MWFRS with additional C&C member design.
D - R
434 -589
N - J
748 -240
E - R
647 -206
J - M
2765 -4975
Additional Notes
E - Q
799 -470
M - K
514 -507
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
F - Q
690 -922
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the.TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional angineednE
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this, Truss for any Building is the
# 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
S( Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvrinht M 201A A-1 Rnnf Tnnzee." — Reornduoano of f %d—mant. In anv form. is nmhihMd without the vnitlen nannW-Aon of A-1 Rnnf T—s.
1Job Truss Truss Type Qty Ply 08/04/2020
81463 1 A11 I HIPS I 1 1 3984
2079 23714
%7X8(R) =7X8 1113X4
05X6 E F
K
/117X8(R)
H Z 5 X 6
20'2"s
:Al)
1114X10 =7X8 =H0510 =3X4 =3X6 =H0510 =4X8 =3X4 =H0510 =7X8 1114X10
SEAT PLATE REQ. SEAT PLATE REQ.
2 59'8" 2
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 15.00
Speed: 170 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 55.00
Mean Height: 25.00 ft
WAVE, HS
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: 6.37 ft
Loc. from endwall: not in 17.00
ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2
Bot chord 2x6 SP #2
Webs 2x4 SP #3 W1 2x6 SP #2; W2 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
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)
TC 24 20.21 43.45
BC 76 0.00 63.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
63'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.441 G 999 3f
VERT(CL): 0.827 G 856 3
HORZ(LL): 0.126 M -
HORZ(TL): 0.237 M -
Creep Factor: 2.0
Max TC CSI: 0.778
Max BC CSI: 0.973
Max Web CSI: 0,948
Wgt: 456.4 lbs
VIEW Ver: 19.01.00A.0618.15
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw / U / RL
54 W 3582 /- /- /2048 /864 /391
- M 3583 P P /2048 /864 !-
- Wind reactions based on MWFRS
W Brg Width = 8.0 Min Req = 4.2
M Brg Width = 8.0 Min Req = 4.2
Bearings W & M are a rigid surface.
Bearings W & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 329 - 735 G - H 3299 - 5601
B - C 3059 - 5824 H - I 3036 - 5310
C - D 3012 - 5395 I - J 3012 - 5396
D - E 3035 - 5309 J - K 3059 - 5825
E - F 3290 - 5584 K - L 329 - 735
F - G 3298 - 5601
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - W
764 -338
R - Q
5607 -2643
W - V
1135 - 565
Q - P
4840 - 2287
V - U
5229 -2614
P - O
5230 -2616
U - T
5229 -2614
O - N
5230 -2616
T - S
4840 -2286
N - M
1134 -548
S - R
5607 - 2643
M - L
764 - 338
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
W - B
2043 -3330
G - Q
554 -692
B - V
4197 -2069
Q - H
1141 - 654
V - C
396 -426
H - P
483 -143
C - T
387 -468
P - J
388 -467
E - T
479 -142
J - N
396 -427
E - S
1127 -643
N - K
4198 -2070
S - F
561 - 696
K - M
2043 - 3330
F - Q
196 -195
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
('.onvdnht 0 201a A-1 Rnof Tmr sss— RenrMurlinn of this donrmant. in anv formis nmhihHed withnut tho wrihnn normicsinn of A-1 Roof Tnrecac.
Job
81433
Truss Truss Type
Al2 I HIPS
Qty Ply 08/04/2020
1 it 1
3981
i
I
1879 27714 1879
%7X8(R) =3X6 =5X8 =3X6 1117X8(R)
5X6 III1.5X4 a 5X6
E F G H I J
12
5 p D K
=4X6(A1)X10 C (a) (a L �5X14X6(A1)
B (a) (a) (a (a M
N
"Y X W V U T S I R Q P "O
I
1114X10 =7X8 =H0510 =4X4 =H0710 =4X4 =H0510 =7X8 1114X10
SEA PLATE REQ. SEAT PLATE REQ.
2 59W 2
r 63'8"
Loading Criteria (psi
Wind Criteria
Code / Misc Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code:FBC 2017 RES
TCDL: 15.00
Speed: 170 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 55.00
Mean Height: 25.00 ft
WAVE, HS
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: 6.37 ft
Loc. from endwall: not in 17.00
ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2
Bot chord 2x6 SP #2
Webs 2x4 SP #3 W1 2x6 SP #2; W2 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 18.21 45.45
BC 71 0.00 63.67
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
VERT(LL): 0.492 H
999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.923 H
767 354
Y 3584 A A /2033 /881 /352
HORZ(LL): 0.137 O
-
O 3584 A A /2033 /881 A
HORZ(TL): 0.259 O
- -
Wind reactions based on MWFRS
Creep Factor: 2.0
Y Brg Width = 8.0 Min Req = 4.2
Max TC CSI: 0.737
O Brg Width = 8.0 Min Req = 4.2
Max BC CSI: 0.918
Bearings Y & O are a rigid surface.
Max Web CSI: 0.982
Bearings Y & O require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:459.2lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A - B 214 -489 H - I 3628 -6291
B - C
2997 - 5640
I - J
3462 - 5942
C - D
3087 - 5563
J - K
3102 - 5402
D - E
3102 - 5402
K - L
3087 - 5563
E - F
3462 - 5942
L - M
2997 - 5640
F - G
3628 -6291
M - N
214 -489
G - H
3628 - 6291
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
A - Y
498 -200
T - S
5978 -2881
Y - X
870 -450
S - R
4998 -2413
X - W
5111 - 2605
R - Q
5111 - 2606
W - V
5111 -2605
Q - P
5111 -2606
V - U
4998 -2412
P - O
870 -409
U - T
I
5978 -2880
O - N
498 -200
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Y - B
2007 -3351
T - I
492
-253
B - X
4348 - 2205
I - S
679
- 975
X - C
494 -638
S - J
1448
- 806
C-V
313 -271
J-R
360
-68
E-V
360 -68
R-L
313
-271
E - U
1448 - 806
L - P
494
- 638
U - F
679 -975
P - M
4348
-2205
F - T
492 -253
M - O
2007
-3351
H - T
437 - 609
'
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES. ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of thislTruss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convriaht 0 2016 A.1 Roof Tnrss a — Re—duntion of this dronment, to anv form. is nmhihfied without the written naml. dno of A4 Ronf Tntcctfc
Job Truss Truss Type
81433 A13 HIPS
Qty Ply
1 1 1
08/04/2020
4294
I. 16'2"9
=6X10
12 D E
5 F,-,-6X8 C
= (a) EZ(.)Z I ZZ 6X8
4X6(A1) =6
f`
B J
1 � A a) a N
X W V U T S R Q P O N M
31714 .1. 16'2"9 —{
1111.5X4 =6X10
F G H
(Al)
=3X4 =6X6
1114X10 =6X6 =4X6 =H0510 =4X8 =H0510 =4X6 =3X4 1114X10
SEAT PLATE REQ. SEAT PLA59'8" 2'TE REQ.
2
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 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: 6.37 It
Loc. from endwall: not in 17.0
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2
Bot chord 2x6 SP 2400f-2.OE 131 2x6 SP #2;
Webs 2x4 SP #3 W1 2x6 SP #2; W2 2x4 SP #2;
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.
Plating Notes
All plates are 7X8 except as noted.
Puriins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 16.21 47.45
BC 77 0.00 63.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result in serious
injuries. Do not permit inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
63W
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defi L/#
Gravity Non -Gravity
VERT(LL): 0.522 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.981 F 721 354
X 3578 /- /- /2013 /890 /312
HORZ(LL): 0.115 D - -
L 3581 /- /- /2013 /890 A
HORZ(TL): 0.217 D - -
Wind reactions based on MWFRS
Creep Factor: 2.0
X Brg Width = 8.0 Min Req = 4.2
Max TC CSI: 0.833
L Brg Width = 8.0 Min Req = 4.2
Max BC CSI: 0.955
Bearings X & L are a rigid surface.
Max Web CSI: 0.965
Bearings X & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:439.6lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.15
A - B 193 -432 F - G 3985 -7045
B - C 2936 - 5471 G - H 3741 - 6542
C - D 3152 - 5658 H - I 3152 - 5662
D - E 3741 - 6541 I - J 2936 - 5476
E - F 3985 -7045 J - K 193 -433
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - X
438 -176
R - Q
6589 - 3227
X - W
811 - 393
Q - P
6589 - 3227
W - V
4970 -2561
P - O
5117 -2503
V - U
4970 -2561
O - N
4975 =2562
U - T
5115 -2502
N - M
4975 -2562
T - S
6588 - 3226
M - L
811 - 386
S - R
6588 - 3226
L - K
439 -176
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
X - B
2003 - 3349
R - G
626 - 315
B - W
4269 -2189
G - P
779 -1142
W - C
530 - 753
P - H
1924 -1041
C - U
291 -184
0-1
291 -184
D - U
271 -46
H - O
271 -46
D - T
1926 -1041
1- M
530 - 754
T - E
779 -1143
M - J
4274 -2189
E - R
628 - 315
J - L
2003 - 3352
F - R
493 - 688
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineednE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Cnnvriaht 0 2016 A-1 Roof Tatman — Ranrodudi- of thin dnntmant. in anv fnrm. K nmhihhed withnut thn wmtnn mania lnn of A-1 Rmf Tmnnaa.
JOD
81433
T
io
1�
1 russ I russ I ype Qty Nly
A14G MONO 1 1
33W
=8X8 =3X4 =5X8 1113X4 =5X8 =3X4
5 �04X10
05X6
1113X4 C D
4X6(A1)
B (a)
A ra,
E F G H I J
U8/U4/2U2U
4300
15' �1
=6X10
K o 5X6
:4X10
L M 1113X4
4X6(A1)
(a (a N O
Y,'X WV U T S R Q P.
=H0710 =3X4
=6X8 =4X6 =5X6 =H0710 =5X6 =6X6 =6X8
SEAT PLATE REQ. SEAT PLATE REQ.
59'8" 2' 2
r 63'8"
8'6"4 4' 1 51'1'12
374# 509
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 6.37 ft
Loc. from endwall: not in 17.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2 T3 2x6 SP 2400f-2.0E;
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 W1 2x6 SP #2 W2 2x4 SP #2;
Code / Misc Criteria
Defl/CSI Criteria
Code: FBC 2017 RES
PP Deflection in loc Ud
TPI Std: 2014
VERT(LL): ' 0.501 H 9'
Rep Factors Used: Varies by Ld C
%FERT(CL): 0.950 H 7
FT/RT:10(0)/10(10)
HORZ(LL): 0.121 P
Plate Type(s):
HORZ(TL): 0.238 P
WAVE, HS
Creep Factor: 2.0
Max TC CSI: 0.992
Max BC CSI: 0.999
Max Web CSI: 0.994
I
Wgt: 434.7 Ibs
VIEW Ver: 19.01.00A.06
Bracing
(a) Continuous lateral restraint equally spaced on member
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From
78 plf at
0.00 to
78 plf at
63.67
BC: From
20 plf at
0.00 to
20 plf at
15.29
BC: From
50 plf at
15.29 to
50 plf at
18.40
BC: From
20 pif at
18.40 to
20 plf at
23.64
BC: From
50 plf at
23.64 to
50 plf at
26.75
BC: From
20 plf at
26.75 to
20 plf at
36.92
BC: From
50 plf at
36.92 to
50 plf at
40.03
BC: From
20 plf at
40.03 to
20 plf at
45.26
BC: From
50 plf at
45.26 to
50 plf at
48.37
BC: From
20 plf at
48.37 to
20 plf at
63.67
BC: 374 lb Conc. Load at 8.52
BC: 509 lb Conc. Load at 12.52
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 15.00 48.67
BC 64 0.00 63.67
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
WARNING: Furnish a copy of this DWG to the installatic
follow provisions of BCSI in handling and installation of
Injuries. Do not permit inexperienced and uninstructed r
"WARNING" note below. BCSI recommends retaining a
engineer for the design of temporary bracing.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
ARn Loc R+ / R- / Rh / Rw / U / RL
351
Y 4051 /- /-
/-
/2073 /-
-
P 3585 !- /-
/-
/1601 /-
Wind reactions based on
MWFRS
Y Brg Width = 8.0
Min Req = 3.4
P Brg Width = 8.0
Min Req = 3.0
Bearings Y & P are a rigid surface.
Bearings Y & P require
a seat plate.
Maximum Top Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
15
A - B 602 -1188
H -1
3566 - 7600
B - C 585 -1203
I - J
3566 - 7600
C - D 3168 - 6347
J - K
3182 - 6871
D - E 3136 - 6303
K - L
2518 - 5554
E - F 3402 -7166
L - M
2550 -5605
F - G 3566 - 7600
M - N
56 - 540
contrcV9rHFailuMj% -7600
N - O
68 -515
sses can result in serious
tple to install trusses. See
:gister®i&l Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
A - X 1105 - 548
T - S
6926 - 3216
X - W 5082 -2620
S - R
5063 -2284
W - V 5766 - 2854
R - Q
5063 - 2284
V - U 5766 -2854
Q - P
4478 -2063
U - T 7210 - 3429
P - O
514 - 76
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - X
272 -511
T - J
873 -445
X - C
2572 - 5002
J - S
768 -1240
C - W
774 - 257
S - K
2378 -1134
E - W
759 -288
K - Q
223 -84
E - U
2296 - 692
Q - M
750 - 243
U - F
602 -1240
M - P
2492 - 5002
F-T
730 -174
P-N
306 -511
H - T
453 - 733
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin,c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this�Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkUeW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty E gineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C daht A 2016 A-1 Roof To- -Renrod-Jinn of this dnannant. in anv fnm. is ornhihitad withrnd the written n".rrnicsion of A-1 RmfTnicsas.
Job
81433
I Russ
A15
Iruss type
MONO
Ury Fly
1 1
Ut3/U4/ZULU
3958
Loading Criteria (psi)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
T
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
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 #2
Webs 2x4 SP 43 W1 2x6 SP 42;
Lt Slider: 2x4 SP #3; block length = 1.500'
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 8.46
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
F
SEAT PLATE REQ.
�— 2' 6'5"8
rL 8'5"8
Code / Misc Criteria
Code: FBC 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.
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): -0.011 B 999 36(
VERT(CL): -0.024 B 999 24(
HORZ(LL): -0.004 D - -
HORZ(TL): 0.009 B -
Creep Factor: 2.0
Max TC CSI: 0.728
Max BC CSI: 0.329
Max Web CSI: 0.282
Wgt: 47.6 Ibs
VIEW Ver: 19.01.00A.0618.15
n
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 657 /- /- /446 /165 /208
E 321 /- /- /166 /180 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
E Brg Width = - Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 243 - 344 C - D 74 -161
B - C 186 - 223
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-F 219 -113 F-E 165 -407
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
F - C 479 -548 D - E 302 -232
C - E 403 -154
—WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn,c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracingshall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht 0 2016 A-1 Reef Tn. vu — RxnrndWinn of thin dnr Ant. in env form. in nmhihitnd without the written nnrminsinn of A-1 Reef Tmscas.
JV0
81433
=4)
K3
A16 HIPS ype 11ty 11y I uofu1rfcucu
13' -r 37'8"
=5X6 1111.5X4 =4X6 III1.5X4 =4X6
I
SEAT PLATE REQ. SEAT P (ATE REQ. SEAT,PLATE REQ.
�- 2' 19, A 18' 5 II 11'3"5
51'1"
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 5.11 ft
Loc. from endwall: not in 13.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 T2 2x4 SP M-30;
Bot chord 2x6 SP #2
Webs 2x4 SP #3 W1 2x6 SP #2;.
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.
Plating Notes
All plates are 3X4 except as noted.
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)
TC 24 13.00 51.02
BC 75 0.00 51.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See "WARNING"
note below.
4303
(R)
Defl/CSI Criteria I
A Maximum Reactions (Ibs), or •=PLF
PP Deflection in loc Udefl U#
Gravity
Non -Gravity
VERT(LL): 0.024 T 999 360
Loc R+ ! R- / Rh
/ Rw / U / RL
VERT(CL): 0.045 T 999 240
V 1235 /- /-
/821 /411 /364
HORZ(LL): 0.010 M - -
R 1924 /- A
/959 /888 /-
HORZ(TL): 0.019 M
R' 63 /- A
/27 /27 /-
Creep Factor: 2.0
W 989 /- /-
/491 /343 /-
Max TC CSI: 0.871
M 581 /- /-
/255 /228 /-
Max BC CSI: 0.530
WInd reactions based on
MWFRS
Max Web CSI: 0.862
V Brg Width = 8.0
Min Req = 1.5
R Brg Width = 8.0
Min Req = 2.3
Wgt: 322.7 Ibs
R Brg Width = 216
Min Req = -
W Brg Width = 11.3
Min Req = 1.5
VIEW Ver: 19.01.00A.06118.15
M Brg Width = -
Min Req = -
Bearings V, R, R, & W are a rigid surface.
Bearings V, R, & W require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 116 - 266
G - H 142 - 98
B - C 166 - 208
H -1 142 - 98
C - D 363 - 781
I - J 142 - 98
D-E 281 -175
J-K 42 -31
E-F 280 -174
K-L 2 -2
F - G 280 -174
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - U
255
- 97
Q - P
183
- 95
U - T
933
- 823
P - O
16
- 36
T-S
611
-421
O-N
16
-36
S-R
611
-421
N-M
284
-216
R - Q
183
- 95
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - U
409 -353
G - P
224
-411
U - C
644 -1180
H - P
436
- 617
C - T
469 - 387
P - J
115
-166
D - T
403 -142
J - N
304
-445
D - R
731 -1072
N - K
358
-456
E - R
604 -789
K - M
303
-398
R - G
327 -484
L - M
158
- 214
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the respons'bilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convdaht 0 201E A-1 Roof To- - RxnmAuntion of this domiment. in anv in=. is nmhihtf A without thn written nanoi, Sinn of A-1 Roof Tnfcwa.
Job I russ
814,33 A17G
=6X8
12
T T -4)
11 a.
Truss Type
SPEC
city Illy
16'8" -1 37 + 37 18'8"
=7X8
=4X4=5X8 =7X8 =5X8 1114X4
08/04/202U
4237
=6X8
(Al)
1115X8(R)
=4X8 =4X6 =5X6 =5X6 =5X8 =5X8 =4X8 =5X6
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ.
2 19'11 "1 20'8"15 19' 2
63W
�- 8-6"4 j 4' 151'1"12
374# 509
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 6.37 ft
Loc. from endwali: not in 13.01
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2 T2 2x6 SP 2400f-2.OE;
Bot chord 2x6 SP 2400f-2.OE B2,B4 2x6 SP #2;
Webs 2x4 SP #3 W1 2x6 SP #2;
Code / Misc Criteria Defl/CSI Criteria
Code: FBC 2017 RES PP Deflection in loc L/defl L/#
TPI Std: 2014 VERT(LL): 0.079 T 999 360
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
Rep Factors Used: Varies by Ld C raq_RT(CL): 0.091 Y 999 240 AA 1773 /- P P /910 P
FT/RT:10(0)/10(10) HORZ(LL): 0.024 P - - W 2404 /- P /1060 11089 P
Plate Type(s): HORZ(TL): 0.040 P - - S 2361 A89 P /1020 /1007 /-
WAVE P 1258 / / // 6
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From
78 plf at
0.00 to
78 pif at
63.67
BC: From
20 plf at
0.00 to
20 plf at
22.40
BC: From
-93 plf at
22.40 to
-93 pif at
29.81
BC: From
-63 pif at
29.81 to
-63 plf at
31.86
BC: From
-93 pif at
31.86 to
-93 plf at
42.33
BC: From
20 plf at
42.33 to
20 pif at
63.67
BC: 374 lb Conc. Load at 8.52
BC: 509 lb Conc. Load at 12.52
Plating Notes
All plates are 3X4 except as noted.
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)
TC 24 11.00 27.67
TC 24 34.00 52.67
BC 75 0.00 63.67
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Creep Factor: 2.0
- -
- 63 /-
Max TC CSI: 0.526
Wind reactions based on
MWFRS
Max BC CSI: 0.815
AA Brg Width = 8.0
Min Req = 1.5
W Brg Width = 11.3
Min Req = 2.8
Max Web CSI: 0.892
S Brg Width = 8.0
Min Req = 2.0
Wgt: 441.0 Ibs
P Brg Width = 8.0
Min Req = 1.5
Bearings AA, W, S, & P
are a rigid surface.
VIEW Ver: 19.01.00A.0618.15
Bearings AA, W, S, & P
require a seat plate.
Additional Notes
Maximum Top Chord Forces Per Ply (Ibs)
WARNING: Furnish a copy of this DWG to the installation contragWr$tiITft
faComp.
Chords Tens. Comp.
follow provisions of BCSI in handling and installation of trusses
cca�n suit in iou61
612
H - I 612 -1375
375
injuries. Do not permit inexperienced and uninstructed people to�,tls ll trusj'oP
"WARNING" note below. BCSI recommends retaining a register€�tii
� fessi 52
I - J - 160
engineer for the design of temporary bracing.
C - D 1107 -2097
J - K 338 -160
D - E 727 -436
K - L 338 -160
E - F 343 - 800
L - M 704 -1067
F - G 342 - 800
M - N 228 -192
G - H 407 - 900
N - O 187 -145
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
A-Z
147 -127
U-T
788
-314
Z - Y
1497 - 828
T - S
1265
- 550
Y - X
1847 - 956
S - R
896
- 583
X - W
1847 - 956
R - Q
896
- 583
W - V
440 - 685
Q - P
851
- 557
V-U
788 -314
P-O
96
-125
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-Z
159 -241
H-T
1033 -512
Z - C
1160 -1970
I - T
738 - 549
C - Y
436 -138
I - S
805 -1831
D - Y
876 -106
K - S
654 -1059
D - W
705 -1664
S - L
458 -1163
W - E
876 -1688
Q - M
153 -128
E-V
1977 -1041
L-Q
371 0
V-G
190 -541
M-P
923 -1318
V - H
99 - 203
P - N
158 - 239
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional ongineedn,c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOO and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
r:nn mht A 2016 A-1 Rnnf Tnresr_c - Renrnd-11- of thiF dnref. in - fens. m nmhlhited wilhout tha writt- nnnniccinn of A-1 Rnnf Tni-s,
doo truss I Fuss I ype try Fry u0/U4/tutu
81433 A18G SPEC 1 16762
91# 191# 191#
2660
27'6"8
57' 5,2" -+
16,8"
=7XB
12
=7X8 1113X4
H
T5
p
8X1G2(SRS
=8XI2(SRS)
C D E F
T
=4X6(A1)
so eI'
03X 10co
(a)
(a
(a)
191#191#191#191 191#277#
f f 2' + 2' 2' :46
- 18W 9'
4X4 =7X8
K L M --7X8(" )
(a FR =4X6(A1)
(a lrN
O
AC AB AA Z AD' 'Y X W V U "T S R Q "P
=5X8
1113X10 1115X6(R) =3X4 =7X10 1113X8 =4X8 1113X8 =8X14 =4X4 1115X8(R) 1113X10
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLAT REQ.
17'11'1 22'8"15 19'
r 63'8"
9'0"6 ----------170# +170# + 170# 4170# +1701
9 0 6
381# 170# 170# 170# 170# 3184
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: No
Deft/CSI Criteria !
PP Deflection in loc L/defl L/#
VERT(LL): 0.110 U 999 360
VERT(CL): 0.127 R 999 240
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
LOC R+ / R- / Rh / Rw / U / RL
AC 2137 /- A /- /1655 /-
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.035 N
AD 2428 A /- /407 /2362 A
Des Ld: 55.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.046 N -
T 2787 /- /- /293 /2545 A
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
P 2241 /- /- /- /1602 /-
NCBCLL: 10.00
TCDL: 5.0 sf
p
Max TC CSI: 0.772
Wind reactions based on MWFRS
Load Duration: 1.25
"
BCDL: 5.0 psf
Max BC CSI: 0.982
AC Brg Width = 8.0 Min Req = 2.5
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
AD Brg Width = 11.3 Min Req = 2.9
C&C Dist a: 6.37 ft
Max Web CSI: 0.906
T Brg Width = 8.0 Min Req = 3.3
Loc. from endwall: not in 17.00
ft
Wgt: 446.6 Ibs
P Brg Width = 8.0 Min Req = 2.6
GCpi: 0.18
!
Bearings AC, AD, T, & P are a rigid surface.
VIEW Ver: 19.01.00A.0618.15
Wind Duration: 1.60
Bearings AC, AD, T, & P require a seat plate.
Lumber
Purlins Maximum Top Chord Forces Per Ply (Ibs)
Top chord 2x6 SP #2
In lieu of structural panels or rigid ceiling use puriins Chords Tens.Comp.
Chords
Tens. Comp.
Bot chord 2x6 SP #2
to laterally brace chords as follows: A - B 142 -247
H -1
961 -1534
Webs 2x4 SP #3 W1,W5 2x6 SP #2;
Chord Spacing(in oc) Start(ft) End(ft)
W10 2x8 SP 2400f-1.8E;
g _ C 2611 -2871
TC 24 9.00 25.67
I - J
694 -739
TC 24 36.00 54.67 C - D 2224 - 2298
J - K
694 - 739
Bracing
BC 48 0.00 63.67 D - E 577 -733
K - L
694 - 739
(a) Continuous lateral restraint equally spaced on member.
Apply puriins to any chords above or below fillers E - F 577 -733
L - M
2314 -2603
at 24" OC unless shown otherwise above.
F - G 577 -733
M - N
2526 -3074
Special Loads
G - H 960 -1536
N - O
127 -250
Additional Notes
(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
WARNING: Furnish a copy of this DWG to the installation
contr r
TC: From 93 plf at 0.00 to 93 plf at 63.67
20.40
follow provisions of BCSI in handling and installation of trusses
8fci N a& Chord
fttRc € ' t
Forces Per
Ply (Ibs)
BC: From 20 plf t . 00 to 20 plf at
BC: From -93 plf at 20.40 to -93 plf at 42.33
injuries. Do not permit inexperienced and uninstructed people
SS, p.
to Ins masses. ee
Chords
Tens. Comp.
BC: From 20 plf at 42.33 to 20 plf at 63.67
"WARNING" note below. BCSI recommends retaining a
registerW_grpfessir2,gl -139
V - U
1763 -1266
TC: 91 lb Conc. Load at 9.00
engineer for the design of temporary bracing.
AC -AB 462 -331
U - T
1810 -1289
TC: 266 lb Conc. Load at 9.03
AB -AA 2538 -2339
T - S
2542 -2271
TC: 191 lb Conc. Load at 11.06,13.06,15.06,17.06
AA-Z 2238 -2179
S - R
2542 -2271
44.60,46.60,48.60,50.60,52.60
Z - Y 2238 - 2179
R - Q
2727 - 2262
TC: 277 lb Conc. Load at 54.64
Y - X 1516 -1106
Q - P
477 - 310
TC: 103 lb Conc. Load at 54.67
X - W 1-1
P - O
259 -124
BC: 381 lb Conc. Load at 9.03
W - V 176363 -1266 6
BC: 170 lb Conc. Load at 11.06,13.06,15.06,17.06
44.60,46.60,48.60,50.60,52.60
BC: 318 lb Conc. Load at 54.64
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
Plating Notes
All plates are 5X6 except as noted.
AC- B 1669 -1978
W -1
510 -489
B -AB 2199 -2042
I - U
1270 - 644
(")1 plate(s) require special positioning. Refer to scaled plate plot details for C -AB 315 -403
I - T
1104 -2319
special positioning requirements.
C -AA 635 -455
K - T
546 - 808
Wind
AA- D 892 -810
T - L
2742 -3637
D -Y 2568 -3196
L- R
883 -710
Wind loads and reactions based on MWFRS.
E - Y 419 -627
R - M
382 -295
Y - G 1127 - 2294
M - Q
319 -163
X - G 1147 - 580
Q - N
2379 -1986
G - W 310 -264
N - P
1622 -2083
H - W 1384 - 864
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER")ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn,c
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitabilityand use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
# 047182
use of the 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 practices and
4620 ParkView
Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvdaht 0 2016 A-1 Rod Trii-i - Renmfurlinn of thin dnaiment. in anv fnnn. is nmhihitrd
withoid thn wrihnn renniminn of A-1 Rnof Tn�c a.
Job
814133
Truss Truss Type
B01 G I MONO
Qty I Ply 1 08/04/2020
7572
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
0'1
1- 7' 86#
6Y7 6 2 2'13�sio• 8 -75'6 -{
i 13715 2.0.2 1 13715
ia5X6 1k5X6
D E
SEAT PLATE REQ. SEAT PLATE REO.
�2-A 24'8•
28'8•
70.6 6'3.11 r 6'3'S 7V12
804# 52 5299
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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: not in 13.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 T1 2x4 SP M-30;
Sot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 W1 2x8 SP 2400f-1.8E;
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: No
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 93 plf at 0.00 to 93 plf at 28.67
BC: From 20 plf at 0.00 to 20 plf at 28.67
TC: 86 lb Conc. Load at 7.00,21.22
TC: 162 lb Conc. Load at 13.28,15.38
BC: 804 lb Conc. Load at 7.03
BC: 529 lb Conc. Load at 13.34,15.33
BC: 805 lb Conc. Load at 21.60
Purlins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 13.33 15.34
BC 56 0.00 28.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.143 K 999 360
VERT(CL): 0.191 K 999 240
HORZ(LL): -0.044 C - -
HORZ(TL): 0.057 1 - -
Creep Factor: 2.0
Max TC CSI: 0.918
Max BC CSI: 0.997
Max Web CSI: 0.812
Wgt: 169.4 Ibs
VIEW Ver. 20.01.01A.0724.11
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
M 3244 A A /- /2421 A
1 3239 A A A /2219 A
Wind reactions based on MWFRS
M Brg Width = 8.0 Min Req = 2.7
1 Brg Width = 8.0 Min Req = 2.7
Bearings M & I are a rigid surface.
Bearings M & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 927 - 993 E - F 2754 - 3828
B - C 890 - 995 F - G 569 - 981
C - D 2762 -3830 G - H 604 - 981
D - E 2462 - 3429
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - L 889 -805 J -1 3349 -2376
L - K 3348 -2502 I - H 876 -523
K - J 3429 - 2462
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - L 295 - 353 E - J 1049 - 573
L - C 2137 - 3185 J - F 402 -133
C- K 406 0 F- I 2339 - 3197
D - K 1067 - 683 1= G 289 - 339
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 0471ne responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
82
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
C nvriaht W 2016 A-1 Rnnf Tnmm - Renrndudinn of this dmirnant. in anv fnnn. N nmhihhad withnut the written nermLcclnn of A-1 Rmf Tn� cns.
JOD 1 russ I Russ I ype Ury I I Fly UtSIU4/'LULU
81433 B02 COMN 14 1
4085
14'4" 14'4"
SEAT PLATE REQ. SEAT PLATE REQ.
�-- 2' 24'6" i j 2'
I 28W
Loading Criteria (psr)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 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 W1 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.500'
Rt Slider: 2x4 SP #3; block length = 1.500'
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 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 purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 28.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
1113X6(E5)
Defl/CSI Criteria
♦ Maximum Reactions. (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.054 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
N 1620 !- /- /866 /869 1208
VERT(CL): 0.103 E 999 240
HORZ(LL): 0.027 J - -
J 1620 /- /- /866 /869 /-
HORZ(TL): 0.052 J - -
Wind reactions based on MWFRS
Creep Factor: 2.0
N Brg Width = 8.0 Min Req = 1.9
Max TC CSI: 0.936
J Brg Width = 8.0 Min Req = 1.9
Max BC CSI: 0.880
Bearings N & J are a rigid surface.
Max Web CSI: 0.455
Bearings N & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:151.2lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.061i3.15
A- B 301 -286 E - F 1034 -1668
B - C 229 -258 F - G 299 -212
C - D 299 -212 G - H 229 -258
D - E 1034 -1668 H - I 301 -286
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
A - M 253 -164 K - J 1462 -753
M - L 1462 - 753 J -1 253 -164
L - K 1241 - 504
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - M
294 -272
E - K
336 -126
M - D
1109 -2025
K - F
272 -66
D - L
272 -66
F - J
1109 -2025
L - E
336 -126
J - G
294 -272
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated ion the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, inthecontext of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any,field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in thejTDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C vd"ht 0 2016 A-1 Rmf Tnmcr-c — Renn d-11m of this doarmont. In anu fnm. is omhihited w0hnut the wrMnn —1-inn of A-1 Rmf Tnns .
Job Truss Truss Type city Fly U3/U4/2ULU
81433 B03 COMN 3 1
14W
SEAT PLATE REQ.
�2'— 1
25'g"
s4X4
4062
Loading Criteria (psf) Wind Criteria
Code I Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 15.00 Speed: 170 mph
TPI Std: 2014
VERT(LL): 0.051 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.096 J 999 240
L 1593 /- /- /854 /416 /226
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.021 H - -
H 1311 /- P /632 /354 P
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.040 H
Wind reactions based on MWFRS
Des Ld: 55.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 20.
L Br Width = 8.0 Min Re 1.9
9 q =
NCBCLL: 10.00 TCDL: 5.0 sf
p
Max TC CSI: 0.886
H Brg Width = - Min Req = -
Load Duration: 1.25 BCDL: 5.0 psf
Bearing L is a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.807
Bearing L requires a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.587
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Wgt: 140.0 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 19.01.00&0618.15
A - B 328 -283 D - E 823 -1531
Lumber
B - C 267 -248 E - F 852 -1531
C - D 822 -1685 F - G 769 -1516
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 W1 2x6 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Lt Slider: 2x4 SP #3; block length = 1.500'
Chords Tens.Comp. Chords Tens. Comp.
Bracing
A - L 253 -195 J -1 1439 -703
(a) Continuous lateral restraint equally spaced on member.
L - K 127 -219 1- H 5 -7
K - J 1564 - 766
Purlins
In lieu of structural panels or rigid ceiling use purlins
Maximum Web Forces Per Ply (Ibs)
to laterally brace chords as follows:
Webs Tens.Comp. Webs Tens. Comp.
Chord Spacing(in oc) Start(ft) End(ft)
L - C 878 -1516 J - F 237 -217
BC 75 0.00 25.75
Apply purins to any chords above or below fillers
C - K 1542 -708 F - I 374 -514
at 24" OC unless shown otherwise above.
K - D 328 -421 I - G 1502 - 710
D - J 269 -294 G - H 695 -1294
Wind
E - J 434 -98
Wind loads based on MWFRS with additional C&C member
design.
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinc Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C—rinht W 2016 A-1 Roof Tnrasns — R—durlino of this doarment. in anv torn. is nmhlhited without the wdttnn permission of A-1 Roof ToLGCP_C.
ion
81433
I russ
B04
i 14'4"
I russ I ype
COMN
Qty Ply 08/04/2020
4 1
11'8"12
SEAT PLATE REQ. 1 .
2' 24'0"12
r 26'0"12
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 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: 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 W1 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.500'
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 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 purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 26.06
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C member design.
Defl/CSI Criteria
PP Deflection in loc
VERT(I-Q: 0.054 J
VERT(CL): 0.103 J
HORZ(LL): 0.022 H
HORZ(TL): 0.042 H
Creep Factor: 2.0
Max TC CSI: 0.885
Max BC CSI: 0.810
Max Web CSI: 0.604
Wgt:140.0 Ibs
VIEW Ver. 19.01.00A.061
=4X4
4065
T
1
♦ Maximum Reactions (Ibs)
L/# Gravity Non -Gravity
360 Loc R+ / R- / Rh / Rw / U / RL
240 L 1610 /- /- /860 /421 /224
- H 1329 /- /- /641 /358 P
- Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.9
H Brg Width = - Min Req = -
Bearing L is a rigid surface.
Bearing L requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
15 A - B 328 -282 D - E 841 -1566
B - C 266 -247 E - F 870 -1567
C - D 835 -1710 F - G 832 -1652
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - L 253 -195 J -1 1548 - 748
L-K 132 -218 I-H 9 -11
K - J 1589 - 769
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - C
886 -1533
J - F
252 -256
C - K
1563 -718
F - I
344 -454
K - D
332 -428
I - G
1584 -740
D - J
269 -285
G - H
705 -1307
E-J
452 -112
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptanoe'of the professional engineedn Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer,. in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C' nvrioht C) 2n16 A-1 R—f Tn.--- Renrod,,M. Inn of this dom-Ant. in anv fnnn. in nmhihhnd without the wriftnn nennicsinn of A-1 Ronf Inn —es.
Job
81483
Truss
C01 G
Truss Type
HIPS
city I Nly I Ub/U4/2U1U
1 1
6768
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
434 33# 33# 43#
4-2'0"6.-.#'0:#-.2'0'6
C5X6
5' 9'
2-0.12 18110"6 j 2'0°12--l
23'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 25.00 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: 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 W1 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.500'
Rt Slider: 2x4 SP #3; block length = 1.500'
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 92 pIf at 0.00 to 92 pIf at
9.00
TC: From 46 pIf at 9.00 to 46 plf at
14.00
TC: From 92 plf at 14.00 to 92 pIf at
23.00
BC: From 20 plf at 0.00 to 20 plf at
9.03
BC: From 10 plf at 9.03 to 10 plf at
13.97
BC: From 20 plf at 13.97 to 20 pIf at
23.00
TC: 43 lb Conc. Load at 9.03,13.97
TC: 33 lb Conc. Load at 11.06,11.94
BC: 21 lb Conc. Load at 9.03,13.97
BC: -6 lb Conc. Load at 11.06,11.94
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 9.00 14.00
BC 75 0.00 23.00
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 and right cantilevers are exposed to wind
4
21#
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
-6#} 21#+
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.029 D 999 36
$fERT(CL): 0.055 D 999 24
HORZ(LL): 0.012 G -
HORZ(TL): 0.023 G -
Creep Factor: 2.0
Max TC CSI: 0.778
Max BC CSI: 0.453
Max Web CSI: 0.315
Wgt: 121.8lbs
VIEW Ver: 19.01.00A.0618.15
93X6(E5)
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
M 1252 /- /-
/- /561 /-
1 1252 /- /-
/- /561 /-
Wind reactions based on MWFRS
M Brg Width = 3.1
Min Req = 1.5
1 Brg Width = 3.1
Min Req = 1.5
Bearings M & I are a rigid
surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 144 - 287
E - F 474 -1243
B-C 140 -137
F-G 144 -134
C - D 477 -1246
G - H 147 -285
D - E 346 -1034
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - M 177 -73 K - J 1033 -345
M - L 305 -92 J -1 302 - 93
L - K 1033 -345 1- H 174 -75
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - C 659 -1136 E - J 108 - 66
C - L 827 -262 J - F 826 -257
D-L 113 -60 F-I 657 -1139
L-E 16 -12
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkVieW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvrinht a) 2171116 A-1 Rnnf Tn,-- R.-rin Linn of this dmrment. in anv fnrn. is nmhihNerl whhoot thn wdhan narnicsinn of A-1 Roof Tntcsas.
Job
81433
I russ Truss Type
CO2 I MONO
City Ply 08/04/2020
1 1
4050
.7X6-7X6
D E
�- 2,0"12 18'10"8 2,0"12
i
23'
Loading Criteria (psQ
Wind Criteria
Code / Misc Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 15.00
Speed: 170 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 55.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
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: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 T2 2x4 SP #2;
Bot chord 2x4 SP #2
Webs 2x4 SP #3 W1 2x6 SP #Z-
Lt Slider: 2x4 SP #3; block length = 1.500'
Rt Slider: 2x4 SP #3; block length = 1.500'
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)
TC 24 11.00 12.00
BC 109 0.00 23.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
1113X6(E5)
Defl/CSI Criteria I
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
VERT(LL): 0.026 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
M 1301 /- /- 1717 1691 1160
VERT(CL): 0.050 J 999 240
HORZ(LL): -0.015 G -
1 1301 /- /- 1717 /691 A
HORZ(TL): 0.028 G - -
Wind reactions based on MWFRS
Creep Factor: 2.0
M Brg Width = 3.1 Min Req = 1.5
Max TC CSI: 0.913
1 Brg Width = 3.1 Min Req = 1.5
Max BC CSI: 0.970
Bearings M & I are a rigid surface.
Max Web CSI: 0.463
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wgt:127.41bs �
A - B 298 - 564 E - F 725 -1293
B - C 156 -292 F - G 156 -292
C - D 725 -1293 G - H 296 - 564
VIEW Ver. 19.01.00A.0618.15
i
D - E 799 -1047
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
A - M
351 -188
K - J
1047
- 418
M - L
484 - 322
J -1
484
- 284
L - K
1047 -418
I - H
351
-188
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M-C
880 -1181
E-J
191
-104
C - L
666 - 303
J - F
666
- 303
D - L
192 -104
F - I
880
-1181
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER")
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOD represents an acceptan<
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this I
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The appn
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in tht
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the respons:
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty En,
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
convrinht 0 2o16 A-1 Rmf Tnresas - Rennxturlinn of this dmiment. in anv form. Is nmhihhsd wirhnut tha wdttan nermiscinn of A-1 Rmf Tmsses.
;KNOWLEDGMENT" form.
i the TDD, only Alpine
of the professional engineers
iss for any Building is the
al of the TDD and any field
'Do and the practices and
litres and duties of the Truss
ieer Is NOT the
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job Truss Truss Type Qty I Ply 08/04/2020
81433 1 CO3 I COMN 1 1 4053
11'6"
�— 2-0.12
11'6°
E=4X4
16'10'8 2'0'12
23'
1113X6(E5)
Loading Criteria (psq Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/deft L/# Gravity Non -Gravity
TCDL: 15.00 Speed: 170 mph
TPI Std: 2014
VERT(LL): 0.041 K
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.076 K
999 240 L 1301 /- /- f713 /413 /167
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.016 J
- - J 1301 /- /- /713 /413 /-
EXP: C : NA
Plate Type(s):
HORZ(TL): 0.031 J
- - Wind reactions based on MWFRS
Height:
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
L Brg Width = 3.1 Min Req = 1.5
NCBDes CLLd: 10.00
ton: BCDL: 5.0 psf
Max TC CSI: 0.435
J Br Width = 3.1 Min Re 1.5
g q =
Load Du:
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.908
Bearings L & J are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Max Web CSI: 0.596
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 121.8 Ibs
GCpi: 0.18
A - B 321 -428 E - F 638 -1159
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.15
B - C 104 -188 F - G 121 -205
Lumber
C - D 122 -205 G - H 103 -188
D - E 638 -1159 H - I 321 -428
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 W1 2x6 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Lt Slider: 2x4 SP #3; block length = 1.500'
Chords Tens.Comp. Chords Tens. Comp.
Rt Slider: 2x4 SP #3; block length = 1.500'
A - L 417 -247 K - J 1082 -490
Purlins
L - K 1082 -489 J - 1 417 -169
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp. Webs Tens. Comp.
BC 75 0.00 23.00
Apply purlins to any chords above or below fillers
C - L 287 -234 K - F 220 -113
at 24" OC unless shown otherwise above.
L - D 778 -1291 F - J 778 -1291
D - K 220 -113 J - G 287 - 234
Wind
E - K 357 -70
Wind loads based on MWFRS with additional C&C member design
Left and right cantilevers are exposed to wind
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkVieW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the _ St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
C.n daht 6) 2016 A-1 Rnof Tnimm — Renmdi0ion of thin dnutment. in anv fern. N nrohihited wilhout the written nnnniccion of A-1 Rnof Tni—q.
JOO
81433
I russ I russ I ype ury rry
C04 COMN 1 1
Ut$fU4/LULU
4194
90
EO
EO
m1
T
P
to
1
9'5"4
C=AVA
9'5"4
1.5X3
Loading Criteria (pso Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
I ♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/# Gravity Non -Gravity
TCDL: 15.00 Speed: 170 mph
TPI Sid: 2014
VERT(LL): 0.035 G
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.065 G
999 240 H 1062 /- /- /514 /360 /137
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.016' F
- - F 1062 /- /- /514 /360 P
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.030 F
- Wind reactions based on MWFRS
Des Ld: 55.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
H Br Width = 3.1 Min Re 1.5
9 q =
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.426
F Brg Width = 3.1 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 p sf
"
Max BC CSI: 0.703
Bearings H & F are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h/2 to h
Max Web CSI: 0.667
Maximum Top Chord Forces Per Ply (Ibs)
C&C Dist a: 3.00 ft
Chords Tens.Comp. Chords Tens. Comp.
Loc. from endwall: not in 9.00 f
Wgt: 102.2 Ibs
GCpi:0.18
A-B 81 -91 C-D 691 -1236
Wind Duration: 1.60
VIEW Ver. 19.01.00A.06181.15 B - C 691 -1236 D - E 81 -91
Lumber
Top chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 2x4 SP M-30
Chords Tens.Comp. Chords Tens. Comp.
Webs 2x4 SP #3
H-G 1181 -632 G-F 1181 -631
Purlins
In lieu of structural panels or rigid ceiling use purlins
Maximum Web Forces Per Ply (Ibs)
to laterally brace chords as follows:
Webs Tens.Comp. Webs Tens. Comp.
Chord Spacing(in oc) Start(ft) End(ft)
A - H 158 -149 G - D 259 -146
BC 120 0.00 18.87
Apply purlins to any chords above or below fillers
H - B 777 -1417 D - F 777 -1417
at 24" OC unless shown otherwise above.
B - G 259 -146 E - F 158 -149
C - G 415 -119
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACrNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on. the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and
guidelines of the Building Component Safety Information. (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terrhs are as defined in TPI-1.
Cnnvrinht M 2016 A-1 Rnnf Tmssas — Ranmdudion of this domiment. in am forth. is nmhihited without tha wridan nennissinn of A-1 Ronf Tmcsas.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job
81433
Truss
D01 G
Truss Type Qty Ply
COMN 1 1
08/04/2020
4252
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
TV12- r'l, 14lin 10 i10'91-1191114___371-�y-ty
. T3'2 i 27-1 ---1-179 -I^ 27-1 -{- 44'3
12
3.36 p
e5X6 0SX6
D E
T T
12 /6X6D 2F�6X6
5�
fn G
e fi1.5X3 B
11 (a)
c3X4(B1)A
Li
L J I H
e7 6 WX6 -4X4 ®SX10(R
SEAT PLATE REQ.
�-- 2' 167
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 170 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: No
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 25.00 ft
WAVE
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: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x6 SP #2
Webs 2x4 SP #3 W1 2x6 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 93 plf at 0.00 to , 93 plf at
7.26
TC: From 46 plf at 7.26 to 46 plf at
14.07
TC: From 93 plf at 14.07 to 93 plf at
18.42
BC: From 20 plf at 0.00 to 20 plf at
7.15
BC: From 10 plf at 7.15 to 10 plf at
14.18
BC: From 20 plf at 14.18 to 20 plf at
18.42
TC: 58 lb Conc. Load at 7.15,14.18
TC: 247 lb Conc. Load at 8.96,12.38
TC: 396 lb Conc. Load at 9.84,11.50
TC: 191 lb Conc. Load at 10.66
TC: 72 lb Conc. Load at 17.94
BC: 72lb Conc. Load at 7.15,14.18
BC: 100 lb Conc. Load at 8.96,12.38
BC: 353 lb Conc. Load at 9.84,11.50
BC: 170 lb Conc. Load at 10.66
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)
TC 24 9.85 11.48
BC 57 0.00 18.42
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
18'5"
i 100# i17J +100N �4713�
72# 353# 353# 72#
B 1.5X4
T
1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc
Udefl L/#
Gravity Non -Gravity
VERT(LL): -0.084 D
999 360
Loc R+ / R- ! Rh / Rw / U / RL
VERT(CL): 0.114 1
999 240
L 2390 /- !- /- /1714 P
HORZ(LL): -0.033 G
- -
H 2189 P P P /1621 /-
HORZ(TL): 0.045 G
- -
Wind reactions based on MWFRS
Creep Factor: 2.0
L Brg Width = 8.0 Min Req = 2.8
Max TC CSI: 0.665
H Brg Width = - Min Req = -
Max BC CSI: 0.986
Bearing L is a rigid surface.
Max Web CSI: 0.730
Bearing L requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:113.4lbs Chords Tens.Comp.
Chords
Tens. Comp.
VIEW Ver: 19.01.00A.0618.15 A - B 112 -232
D - E
2175 -2893
B - C 102 - 262
E - F
2302 - 3054
C - D 2302 - 3053
F - G
105 -136
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - K 228 - 96 J -1 2893 - 2175
K - J 2523 -1930 1- H 2446 -1885
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
S - K 334 -421 E - I 150 -37
K - C 2336 -2999 1- F 840 -470
C - J 773 -397 F - H 2338 -3027
D - J 90 -29 G - H 213 -263
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
r-niaht ® 2016 A-1 RnnfTnisses- Renroduntinn of this dnnrment. in anv form. is nrahihitnd without the written nermission of A-1 Rnnf Tmsses.
Job Truss Truss Type Qty Ply 08/04/2020
81433 D02 I COMN 2 1 1 4029
10'8"
SEAT PLATE REQ.
2' 16'5"
7'9" al
r 18'5" _I
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 15.00
Speed: 170 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 55.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
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: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3 W1 2x6 SP #2;.
Lt Slider: 2x4 SP #3; block length = 1.500'
Purtins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing()n oc) Start(ft) End(ft)
BC 75 0.00 18.42
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Deft/CSI Criteria
PP Deflection in loc L/defll L/#
VERT(LL): 0.021 D 9991 361
VERT(CL): 0.038 D 9991 241
HORZ(LL): -0.006 B -
HORZ(TL): 0.012 B -
Creep Factor: 2.0
Max TC CSI: 0.609
Max BC CSI: 0.682
Max Web CSI: 0.437
Wgt: 98.0 Ibs
VIEW Ver: 19.01.00A.0618.
4X4(R)
T
m
0
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
1 1186 /- /- /663 /622 /172
F 896 P P /431 /498 P
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = - Min Req = -
Bearing I is a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 265 -456 C - D 603 -1091
B - C 143 - 219 D - E 595 -1069
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -1 221 - 95 H - G 334 - 284
I - H 334 -284 G - F 68 -46
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp. Webs Tens. Comp.
I - C
784 -1068 G - E 828 - 383
C - G
638 -299 E - F 538 -832
D - G
208 - 92
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACK�JOWLEDGMENT' fore.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilitle's and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in wrifing by all parties involved. The Specialty Engineer is NOT the .S( Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvdnht A 2n16 A-1 Ronf Tnissm — Renrorinntion of this document. In anv form. is nrohihhed withnut the vmhen nenniasion of A-1 Rmf Tn� caw.
1Job Truss Truss Type Qty Ply 08/04/2020
81433 D03 COMN 4 1 1 4032
to
t r
1113X6(E5)
T
1OW
SEAT PLATE REQ.
�-- 2' 16'8"12
18'8"12
8'0"12
Loading Criteria (psf)
Wind Criteria
Code I Misc Criteria
Defl/CSI Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
TCDL: 15.00
Speed: 170 mph
TPI Sid: 2014
VERT(LL): 0.022 D 999 361
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.041 D 999 241
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.006 B - -
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.012 B - -
Des Ld: 55.00
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
0
Max TC CSI: 655
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.710
C&C Dist a: 3.00 ft
Max Web CSI: 0.448
Loc. from endwall: not in 9.00
Wgt: 98.0 Ibs
GCpi: 0.18
VIEW Ver: 19.01.00A.0618.15
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3 W1 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.500'
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 18.73
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C member design.
,-4X4
I
m
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
1 1203 A /- /668 /377 /170
F 914 A A /439 /312 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = - Min Req = -
Bearing I is a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 257 -447 C - D 584 -1129
B - C 146 - 220 D - E 597 -1114
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens:Comp. Chords Tens. Comp.
A -1 213 - 91 H - G 329 - 283
I - H 329 - 283 G - F 85 - 55
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
I - C 791 -1086 G - E 845 - 360
C - G 680 - 322 E - F 546 - 846
D - G 207 - 80
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS end CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' forth.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvrlaht 0201e A-1 Ronf hisses—RAnrr dantinn of this dnnrment. in anv form. is nmhihited without the written narnisslon of A-1 RonfTnisces.
Job Truss
81433 1 E01G
Truss Type
HIPS
1ty II y I as/oarzozo
1
,6756
T 12
5�
e �6X10 B
E3X4(Bt)A
11
M
M4X10
SEAT PLATE REQ.
f^2'j
J
Ilk
i 191# 191# g�# 191#
26 20"64-2191i(-,1"41�1'4i 2,2,061
10'4°
®6X8 m3X3
C D
E6X8
E
�1�%6X10
L K J I
c6X6 �4X8mV6 M6X6
�1
F 9 0"6 17 y + 1701f + + 17pti 1
381# 170# 170#
Loading Criteria (psQ
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 3.00 ft
Loc. from endwall: not in 13.01
GCp): 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x6 SP #2
Webs 2x4 SP #3 W1 2x8 SP 2400f-1.8E;
W2 2x4 SP #2;
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member. .
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 93 plf at 0.00 to 93 pif at 9.00
TC: From 46 plf at 9.00 to 46 plf at 19.33
TC: From 93 plf at 19.33 to 93 plf at 28.33
BC: From 20 plf at 0.00 to 20 plf at 9.03
BC: From 10 plf at 9.03 to 10 plf at 19.30
BC: From 20 plf at 19.30 to 20 plf at 28.33
TC: 91 lb Conc. Load at 9.00,19.33
TC: 266 lb Conc. Load at 9.03,19.30
TC: 191 lb Conc. Load at 11.06,13.06,14.17,15.27
17.27
BC: 381 lb Conc. Load at 9.03,19.30
BC: 170lb Conc. Load at 11.06,13.06,14.17,15.27
17.27
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)
TC 24 9.00 19.33
BC 42 0.00 28.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
381#
i
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): -0.245 D 9991 36i
%:RT(CL): 0.288 D 985 24,
HORZ(LL): -0.050 C - -
HORZ(TL): 0.059 C - 1 -
Creep Factor: 2.0
Max TC CSI: 0.746
Max BC CSI: 0.978
Max Web CSI: 0.836
Wgt: 166.6 lbs
VIEW Ver: 19.01.00A.0618A5
Wind
Wind loads and reactions based on MWFRS.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
H
SEAT PLATE REQ. f
2' -I
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
M 2949 6 /- /- /2522 /-
H 2949 P P /- /2522 /-
Wind reactions based on MWFRS
M Brg Width = 8.0 Min Req = 3.5
H Brg Width = 8.0 Min Req = 3.5
Bearings M & H are a rigid surface.
Bearings M & H require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 104 -219 D - E 4436 -4832
B -C 3956 -4269 E - F 3956 -4269
C - D 4436 -4832 F - G 104 -218
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
A - M 224 -95 J - I 3832 -3564
M - L 705 - 553 I - H 705 - 553
L - K 3832 -3564 H - G 224 -94
K -J 3832 -3564
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M - B
2558 -2809
K - E
1293 -1106
B - L
3275 - 3077
E - I
62 -120
j C - L
62 -120
1- F
3275 - 3077
C - K
1293 -1106
F - H
2558 - 2810
D - K
I
712 - 894
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 0471ne
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
82
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. Al notes set out In the TDD�and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BBC[) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineerlis NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Cnovdnht 0 21116 A-1 Rnnf Tnixces - Renrndunim M this dnannnnt. in snv fnnn. is nrnhihlted without the written nermissinn of A-1 Roof Tmcces.
Job Truss Truss Type City Ply 11810412020
81433 E02 HIPS 1 1
11' 6'4" 11'
e 5X8
E
=5X6
F
=4X6 -3X4 =-3X6 =3X8 =4X6
SEAT PLATE REQ.
2' j—
Loading Criteria (pst)
Wind Criteria
Code / Misc Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 15.00
Speed: 170 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/l0(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 55.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
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: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30 B2 2x4 SP #2;
Webs 2x4 SP #3 W1 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.500'
Rt Slider: 2x4 SP #3; block length = 1.500'
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)
TC 24 11.00 17.33
BC 66 0.00 28.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
SEAT PLATE REQ.
24'4" j 2' —�
28'4"
3923
1113X6(E5)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.047 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
p 1602 /- /- /1314 /944 1160
VERT(CL): 0.090 L 999 240
HORZ(LL): 0.022 K - -
K 1602 /- /- /929 /835 /-
HORZ(TL): 0.043 K - -
Wind reactions based on MWFRS
Creep Factor: 2.0
P Erg Width = 8.0 Min Req = 1.9
Max TC CSI: 0.595
K Brg Width = 8.0 Min Req = 1.9
Max BC CSI: 0.999
Bearings P & K are a rigid surface.
Max Web CSI: 0.657
Bearings P & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:158.2lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.15
A - B 507 -421 F - G 2193 -1646
B - C 183 -131 G - H 384 -257
C - D 225 -102 H -1 365 - 319
D - E 2165 -1645 I - J 749 - 612
E - F 2135 -1437
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-0 141 -122 M-L 1434 -1781
O - N 1229 -1339 L - K 1228 -1476
N - M 1434 -1781 K - J 309 - 280
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - O
236 -249
L - F
458 -524
O - D
1837 -1774
L - G
470 -424
D - N
348 - 523
G - K
1730 -1772
E - N
430 -507
K - H
297 -250
E - L
116 -101
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional enginearinE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Cnnvdnht 0 2016 A-1 Rmf Tmcsas — Renr dadion of this dmrmnnt. in anv form. is nmhihited withnut the written nermissinn of A-1 Roof Tnrccec_
Job
81433
Truss Truss Type
E03 I HIPS
City Ply 08/04/2020
1 1
3926
Co
1113X6(E5)
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
13' 2'4" 1 i 13'
=5X6 =5X6
1113X6 =4X4 =3X4=3X6 =3X4 i=4X4 1113X6
I
SEAT PLATE REQ. SEAT PLATE REQ.
2' j 24'4" j 2' ---
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
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 #2
Webs 2x4 SP #3 W1 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.500'
Rt Slider: 2x4 SP #3; block length = 1.500'
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 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 purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 13.00 15.33
BC 73 0.00 28.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
K-E111
Defl/CSI Criteria
PP Deflection in loc L/defl � L/#
VERT(LL): 0.076 O 9991 36
VERT(CL): 0.139 M 999 ` 24
HORZ(LL): 0.026 E - -
HORZ(TL): 0.044 E - -
Creep Factor: 2.0
Max TC CSI: 0.544
Max BC CSI: 0.968
Max Web CSI: 0.552
Wgt: 162.4 Ibs
VIEW Ver. 19.01.00A.0618.
1113X6(E5)
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
Q 1601 /- /- /1299 /872 /189
K 1601 /- /- /922 /775 /-
Wind reactions based on MWFRS
Q Brg Width = 8.0 Min Req = 1.9
K Brg Width = 8.0 Min Req = 1.9
Bearings Q & K are a rigid surface.
Bearings Q & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 201 -118 F - G 2040 -1539
B - C 212 -42 G - H 2272 -1787
C-D 2217-1787 H-1 212 -212
D - E 2061 -1539 I - J 333 - 255
E - F 1959 -1329
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-Q 67 -140 N-M 1329 -1612
Q - P 264 -186 M - L 1575 -1965
P - O 1575 -1878 L - K 228 - 304
O-N 1329 -1612 K-J 210 -140
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
Q - C
1673 -1498
F - M
368 - 582
C - P
1449 -1804
M - G
491 - 401
P - D
239 -263
G - L
287 -263
D - O
382 -401
L - H
1449 -1734
E - O
377 - 612
H - K
1516 -1498
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT form.
Verify design parameters and read notes on this Truss Design Drawing (TOO) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOO, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (I.e. Specialty Engineer), the seal on any TOO represents an acceptance of the professional enginserin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047162
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of!ithe TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilitiesland duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
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Job
81483
Truss
E04
12'2"
Truss Type
COMN
Qty Ply 08/04/2020
4 1
T 12'2"
C=H0710
4190
1.5X3
SEAT PLATE REQ.
24'4"
SEAT PLATE REQ.
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 15.00 Speed: 170 mph
TPI Std: 2014
VERT(LL): 0.055 C
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.103 C
999 240 1 1369 /- /- /1079 /733 /177
BCDL: 10.00 Risk Category: II
FT/RT:10(0)110(10)
HORZ(LL): 0.028 F
- - J 1369 /- A 1898 1733 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.052 F
- - Wind reactions based on MWFRS
Des Ld: 55.00 Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0
1 Brg Width = 8.0 Min Req = 1.6
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.693
J Br Width = 8.0 Min Re 1.6
g q =
Load Duration: 1.25 BCDL: 5.0 psf
p
"
Max BC CSI: 0975
Bearings I & J are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h/2 to h
.
Bearings I & J require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.885
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Wgt: 130.2 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.15 A - B 136 -80 C - D 2386 -1835
Lumber
B - C 2411 -1836 D - E 116 -99
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp. Chords Tens. Comp.
Purlins
I - H 1646 -1844 G - F 1645 -1839
H - G 1423 -1601
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
BC 93 0.00 24.33
Webs Tens.Comp. Webs Tens. Comp.
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
A -1 99 -36 C - G 491 -848
I - B 2262 - 2070 G - D 614 - 345
Loading
B - H 384 -333 D - F 2250 -2068
Truss passed check for 20 psf additional bottom chord
live load in areas with
H - C 687 -839 E - F 57 -59
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Co Mht Q 2016 A-1 Roof T.-- Renmd-11- of thin d—ment. in anv form. is nmhlhHed withmrt thn wriman nemricninn of A-1 Ronf Tmacr_c.
Job
81433
Truss Truss Type Qty
G01 I FLAT 11II 2y
602# 1252ry 1301# 1301 106J
If10+ 1'10'15T2'- t 2'-2'-41-5.3�(
lIIW(8
1
1
F„ =6X10 H13X90
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NC13CLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2
Bot chord 2x6 SP #2
Webs 2x6 SP #2 W2 2x4 SP #2; W3 2x4 SP #3;
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 2 Rows @ 5.00" o.c. (Each Row)
Bot Chord: 1 Row @ 4.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1)1/2" bolts may be used for
(2) 0.131"x3", min. nails on
Either The Top or Bottom Chords.
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 90 plf at -0.63 to 90 plf at
2.04
TC: From 45 psf at 2.04 to 45 plf at
9.52
BC: From 20 plf at -0.63 to 20 plf at
2.21
BC: From 10 pif at 2.21 to 10 plf at
9.52
TC: 602 lb Conc. Load at 0.17
TC: 1252 lb Conc. Load at 2.08
TC: 1301 lb Conc. Load at 4.08, 6.08
TC: 1062 lb Conc. Load at 8.09
BC: 914 lb Conc. Load at 2.25, 4.25, 6.25, 8.25
10'1"12
{�-210°9-'j2' 2'j2' 4# I1-3"4-�
914# 91 914# 9141J
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: No
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl IU#
VERT(LL): 0.048 B 999 I36(
VERT(CL): 0.088 B 999 1 24(
HORZ(LL): 0.007 A - -
HORZ(TL): 0.013 A - -
Creep Factor: 2.0
Max TC CSI: 0.800
Max BC CSI: 0.603
Max Web CSI: 0.642
Wgt: 179.2 Ibs
VIEW Ver. 19.01.00A.0618.1
08/04/2020
6771
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 4704 P P P /2029 /131
D 5176 P P P /1999 P
Wind reactions based on MWFRS
F Brg Width = 7.8 Min Req = 2.8
D Brg Width = - Min Req = -
Bearing F is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 980 -2384 B - C 980 -2384
Wind I Maximum Bot Chord Forces Per Ply (Ibs)
Wind loads and reactions based on MWFRS. Chords Tens.Comp. Chords Tens. Comp.
Left end vertical exposed to wind pressure. Deflection meets L/36G.E 50 -57 E - D 63 -22
Right end vertical not exposed to wind pressure.
i Maximum Web Forces Per Ply (Ibs)
Additional Notes
Truss must be installed as shown with top chord up.
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 120 0.00 10.15
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
The TC of this truss shall be braced with attached spans at 24" oc in lieu of
structural sheathing.
Webs
Tens.Comp. Webs Tens. Comp.
A - F
973 - 2187 B - E 1199 -1973
A - E
2845 -1126 C - D 850 - 2135
E - C
2829 -1169
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verity design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on thejTDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance ofthe professional engineers
responsibility for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field
use of the 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 practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
C.n daht 0) 2016 A-1 Roof Tnresr_c - Ranrod-Alon of ftq done-ont. in anv torn. is nmhihlt"d without tha writlnn nnrmiminn of A-1 Ronf Trij-
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job
81433
Truss Truss Type Oty Ply
G02 I FLAT 1 2
08/04/2020
7575
Loading Criteria (psQ
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
1
1
602# 1301# 1062#
I= 1 1'10'15252t{ 2 2 1301
111,�X6
10'1 "12
�- 3'1 "9 i 2' 2 2 1'0"4
132�13� 132132
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 170 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: No
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 25.00 ft
WAVE
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: NA
GCpi: 0.18
Wind Duration: 1.60
Deft/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.050 B 999 360
VERT(CL): 0.092 B 999 240
HORZ(LL): 0.008 A - -
HORZ(TL): 0.015 A -
Creep Factor: 2.0
Max TC CSI: 0.751
Max BC CSI: 0.768
Max Web CSI: 0.700
Wgt: 190.4 Ibs
VIEW Ver. 20.01.01A.0724.11
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 5194 P P P /2975 /131
D 6352 P /0 P /3693 /0
Wind reactions based on MWFRS
F Brig Width = 7.8 Min Req = 3.1
D Brg Width = - Min Req = -
Bearing F is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 1556 -2667 B - C 1556 -2667
Lumber
Wind
Maximum Bot Chord Forces Per Ply (Ibs)
Top chord 2x6 SP #2
Wind loads and reactions based on MWFRS.
Chords Tens.Comp. Chords Tens. Comp.
Bot chord 2x6 SP #2
Left end vertical exposed to wind pressure. Deflection meets L/360.E 124 -104 E - D 274 -159
Webs 2x8 SP 2400f-1.8E W2 2x4 SP #2;
W3 2x4 SP #3;
Right end vertical not exposed to wind pressure.
Maximum Web Forces Per Ply (Ibs)
Nailnote
Additional Notes
Webs Tens.Comp. Webs Tens. Comp.
Nail Schedule:0.131 "x3", min. nails
Truss must be installed as shown with top chord up.
A - F 1386 -2382 B - E 1121 -1879
Top Chord: 2 Rows @ 5.00" D.C. (Each Row)
A - E 3101 -1770 C - D 1367 -2330
Sot Chord: 2 Rows @ 5.50" o.c. (Each Row)
E - C 3085 -1801
Webs : 1 Row @ 4" D.C.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1)112" bolts may be used for
(2) 0.131"x3", min. nails on
Either The Top or Bottom Chords.
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 90 plf at -0.63 to 90 plf at 2.08
TC: From 45 plf at 2.08 to 45 plf at 9.52
BC: From 20 plf at -0.63 to 20 plf at 2.50
BC: From 10 plf at 2.50 to 10 pif at 9.52
TC: 602 lb Conc. Load at 0.17
TC: 1252 lb Conc. Load at 2.08
TC: 1301 lb Conc. Load at 4.08, 6.08
TC: 1062 lb Conc. Load at 8.09
BC: 1329 lb Conc. Load at 2.50, 4.50, 6.50, 8.50
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 120 0.00 10.15
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
The TC of this truss shall be braced with attached spans at 24" oc in lieu of
structural sheathing.
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TOO and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety information (BSCI) published by TPI and SSCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht PJ 2016 A-1RonfTntcsrts-Ranrndunlinn of IN.%dn-Ant. in anv form. is nmhihitnd without the wri[tan nerniccinn of A-1 RnnfTnt ,,.
JOO 1 russ
81433 G03
I russ I ype ury r'ly
FLAT 1 1
Ut$/U4/1ULU
3964
to
N
7
IIIA3X4(R) 1111.Y4
1111.5X3 1113X6(%
i 3'10"8 —�
�-- 1'11"4 — — 1-11"4 --�
321#
Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria I ♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl I L/# Gravity Non -Gravity
TCDL: 15.00 Speed: 170 mph TPI Std: 2014 VERT(LL): -0.001 B 999 1360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C §4_RT(CL): 0.001 B 999 1240 D 374 /- /- /- /136 /153
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.001 A - - C 374 /- /- /- /290 /-
EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.001 A - I, - Wind reactions based on MWFRS
Des Ld: 55.00 Mean Height: 25.00 ft WAVE
NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor: 2.0 D Brg Width = - Min Req = -
Max TC CSI: 0.394 C Brg Width = - Min Req = -
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.913 Maximum Top Chord Forces Per Ply (Ibs)
S" 1
C&C Dist a: 3.00 ft Max Web CSI: 0.285 I Chords Tens.Comp.
Loc. from endwall: not in 13.00 ft A - B 7 -12
GCpi:0.18 Wgt:29.41bs 1
Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Maximum Bot Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp.
Top chord 2x4 SP #2 D - C 13 -84
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Web Forces Per Ply (Ibs)
Special Loads Webs Tens.Comp. Webs Tens. Comp.
—(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) I A - D 68 -174 B - C 140 -174
TC: From 90 plf at 0.00 to 90 plf at 3.88 I A - C 108 0
BC: From 20 plf at 0.00 to 20 pif at 3.88
BC: 321 lb Conc. Load at 1.94
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 47 0.00 3.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
The TC of this truss shall be braced with attached spans at 24" oc in lieu of
structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
Wind 1
Wind loads and reactions based on MWFRS.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
Truss must be installed as shown with top chord up.
I
11
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the! professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by aContract agreed upon in writing by all parties Involved. The Specialty Engineer Is1, NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht Q 2016 A-1 Roof Tn�, cac— RrnrM,,,jI- of thLa dmi—t. In anv form. In mmhihttrd withmR thn written nnnnicdnn of A-1 Ronf Tn—
Job Truss
81433 I G04
Truss Type
COMN
1ty I Ply 108/04/2020
4234
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 3.00 ft
Loc. from endwall: not in 13.001
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP 43
Special Loads
—(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 93 plf at 0.00 to 93 plf at 3.88
BC: From 20 plf at 0.00 to 20 plf at 3.88
BC: 581 lb Conc. Load at 1.94
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 1.33 3.88
BC 47 0.00 3.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
1'4" -+— 2'6"8 —�
12
5 p
5F5X6 1111.5X4
B C
III 1.5X3
v
1113X6(R)
1- 3'10"8
�--1'11"4-1-1-11"4�{
581#
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.001 C 999 36
10-ERT(CL): 0.001 C 999 24
HORZ(LL): -0.005 A - -
HORZ(TL): 0.005 A - -
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.923
Max Web CSI: 0.501
Wgt: 44.8 Ibs
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
E 509 /- /- /- /109 /199
D 509 /- /- /- /365 /-
Wind reactions based on MWFRS
E Brg Width = - Min Req = -
D Brg Width = - Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 127 -24 B-C 0 0
VIEW Ver: 19.01.00A.0618.15 I Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp.
Wind loads and reactions based on MWFRS. E - D 28 -81
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure. Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - E 91 - 62 B - D 195 - 68
E-B 0 -121 C-D 93 -117
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' forth.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin,c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1.
C.onvdoht 0 2016 A-1 Ronf Tn,--- RenroduoHon of thie dminnent. in anv fn=. in nmhiNfed without tha written nnrmi. Ginn of AA Rnnf Tni—q.
Job I cuss
81433 HJ3
I russ I ype ttty I Ply
HIP_ 2 1
08/U4/2020
4166
r ,
1114X6(E5)
4
-356#
- 14 4'3i 1- 2715 2'8IIll --{
n
SEAT PLATE REQ.
�- 273 �i
E
9'10"1
I
-389#
i
Loading Criteria (psi) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 15.00 Speed: 170 mph
TPI Std: 2014
VERT(LL): -0.336 G 235 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C qq--RT(CL): -0.350 G 226 1 240
H 523 /-451 /- /- /1330 /-
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.159 D - -
F 93 /-84 /- /- /298 P
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.162 D - -
E 86 P P P /91 P
Des Ld: 55.00 Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 5.0 sf
p
Max TC CSI: 0.451
H Brg Width = 11.3 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.703 I
F Brg Width = 1.5 Min Req = -
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
E Br Width = 1.5 Min Re
9 q
C&C Dist a: 3.00 It
Max Web CSI: 0.456
Bearing H is a rigid surface.
Loc. from endwall: not in 9.00 f
Wgt: 43.4 Ibs
Bearing H requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A - B 535 - 97 C - D 529 -16
Top chord 2x4 SP 2400f-2.OE
B - C 440 0 D - E 28 - 30
Bot chord 2x4 SP 2400f--2.OE
Webs 2x6 SP #2 W2 2x4 SP #3;
Lt Slider. 2x4 SP #3; block length = 1.518'
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Special Loads
.
-(Lumber Dur.Fac1.25 / Plate Dur.Fac.=1.25)
A - H 0 -404 G - F 0 0
TC: From 2 calf at 0.00 to 2 calf at 9.84
H-G 0 -398
BC: From 20 plf at 0.00 to 20 plf at 4.29
i
BC: From 2 plf at 4.29 to 2 plf at 9.84
I
Maximum Web Forces Per Ply (Ibs)
TC: -356 lb Conc. Load at 4.29
Webs Tens.Comp. Webs Tens. Comp.
TC: 142 lb Conc. Load at 7.12
BC: -389 lb Conc. Load at 4.29
C - H 358 -254 D - G 486 0
BC: -5 lb Conc. Load at 7.12
i
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 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.
Additional Notes
Negative reaction(s) of -451# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
-WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the'professional engineedn
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for'any Building is the
responsibility of the Owner, the Owners authorized agent or the Building Designer,.in the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field
# 047182
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Al notes set out In the TDD and the practices and
4620 ParkVfew Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1, j
Convdaht m) 2016 A-1 Roof T.--Ranmdudino of this dormant, in anv form. is nmhihhnd without ins "itan nonnissino of A-1 RnnfTnicsas. I
Job
81433
russ Truss Type
HJ5 I HIP_
2 I y 108/04/2020
4023
Loading Criteria (psi)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NC13CLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
mI
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25)
TC: From 2 plf at 0.00 to
2 plf at 7.96
BC: From 20 plf at 0.00 to
20 plf at 4.45
BC: From 2 plf at 4.45 to
2 plf at 7.96
TC: -2 lb Conc. Load at 4.45
TC: 105 lb Conc. Load at 6.15
BC: -47 lb Conc. Load at 4.45
BC: 19 lb Conc. Load at 6.15
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 7.96
Apply purlins to any chords above or below Fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
m4x6(E5)
-2#
�-476 T 18"810 1 9"11-I
D
SEAT PLATE REQ.
I-- 72.12 -1
`^ 79"15 51119
T11'8
i
1
-474 19#1
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.186 F 181 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Varies
by Ld C §1=_RT(CL): 0.219 F 154 240
G 445 /- /- /- /147 /-
FT/RT:10(0)/10(10)
HORZ(LL):-0.094 C - -
E 72 /- A /- /64 /-
Plate Type(s):
HORZ(TL): 0.102 C
D 58 /- /- /- /108 A
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.435
G Brg Width = 8.9 Min Req = 1.5
Max BC CSI: 0.395
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.059
D Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Wgt: 30.8 Ibs
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A - B 99 - 52 C - D 39 - 38
B-C 82 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-F 0 -51 F-E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C-F 107 -210
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn,c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SECA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the .St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
G-daht 0 2016 A-1 Roof TmL ns - Renrodurdinn of this dnatment. in anv form. is nrmhibited without the wddan nsrmissinn of A-1 Roof Tn� cr-c.
JOD
81433
Loading Criteria (psi)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
I cuss I cuss I ype r.,iry I rry uafu4f�u�u
HJ6 HIP_ 2 I 1
-569q
f 6t
_ GI
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt• NA
Mean Height: 25.00 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: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3 W2,W3 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 2.476'
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 plf at 0.00 to 2 plf at 11.66
BC: From 2 pif at 3.36 to 2 plf at 11.66
TC: -569 lb Conc. Load at 4.29
TC: 60 lb Conc. Load at 7.12
TC: -141 lb Conc. Load at 7.12
TC: 217 lb Conc. Load at 9.94
TC: 106 lb Conc. Load at 9.95
BC: -60 lb Conc. Load at 4.29
BC: 57 lb Conc. Load at 7.12
BC: -38 lb Conc. Load at 7.12
BC: 157 lb Conc. Load at 9.94
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 36 3.13 6.26
BC 65 6.21 11.66
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
.,.5X4
SEAT PLATE RESEAT PLATE REO.
l�2.9.4- j -14.3-_i
7569
I- 32'
I--aYa't1-{
�4'3'6
-6eq
4.11'1
I
5525`14
-38tJ ,
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl IL/#
Gravity
Non -Gravity
TPI Std: 2014
VERT(LL): -0.098 F 797 j360
Loc R+ / R- ! Rh
/ Rw / U / RL
Rep Factors Used: Varies by Ld C 15NERT(CL): 0.081 A 443 240
M 49 /-445 /-
/- /165 /-
FT/RT:10(0)/10(10)
HORZ(LL): -0.020 J - -
L 465 /-136 /-
/- /1765 /-
Plate Type(s):
HORZ(TL): 0.037 G - I -
H 364 !- /-
/- /309 /-
WAVE
Creep Factor: 2.0
G 162 /- /-
P /128 P
Max TC CSI: 0.841
Wind reactions based on
MWFRS
Max BC CSI: 0.914
M Brg Width = 11.2
Min Req = 1.5
Max Web CSI: 0.254
L Brg Width = 11.3
Min Req = 1.5
H Brg Width = 1.5
Min Req = -
Wgt: 72.8 Ibs
G Brg Width = 1.5
Min Req = -
Bearings M & L are a rigid surface.
VIEW Ver. 20.01.01A.0724.11
Bearings M & L require a
seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 76 0
D-E 129 0
B-C 80 0
E-F 149 -89
C - D 149 -189
F - G 46 - 36
Additional Notes
Negative reaction(s) of -445# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
M-L 0 -71 K-1 3 -43
L-J 0 -45 I-H 0 0
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-N
0 -87
J-K
111
-141
C-N
316 -86
J -E
185
-111
N - M
309 -88
E - I
59
-3
D - L
1212 -186
F - I
185
-286
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNO
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the 7
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of tt
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD al
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities a
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
r-rinht W 2m,6 A-1 Ranf Tno-- RanrMnotim of ihK d-niont. in anu trio. is nmhihhnd withnut tha wriden narmiacinn of A-1 Rmf Tni-
LEDGMENT' form.
D, only Alpine
ofessional engineednE
Manuel Martinez, P.E.
TDD lldiis the
any
# 047182
and field
the practices and
4620 ParkView Dr
I duties of the Truss
OT the
St Cloud, FL 34771
Job
r 81433
Truss Truss l ype
HJ7 I HIP_
city Vly
2 1
UU/U4/2ULU
6765
Loading Criteria (psQ
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
mI m4x6(E5)
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: If
EXP: C Kzt: NA
Mean Height: 25.00 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: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3 W1 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.518'
Special Loads
(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
14
I^1-e•13-{^r6•10!rs°15 --t 2-9-15-0--re•11�i
SEAT PLATE REQ. SEAT PLATE REQ.
I-- 2'9'3 T6'8
�- 4'3'7
-389#
TC: From 91 pif at 0.00 to
91 pif at 4.29
TC: From 46 pif at 4.29 to
46 plf at 9.94
TC: From 91 plf at 9.94 to
91 plf at 12.67
BC: From 20 plf at 0.00 to
20 plf at 4.29
BC: From 10 plf at 4.29 to
10 plf at 9.94
BC: From 20 plf at 9.94 to
20 plf at 12.67
TC: 72 lb Conc. Load at 1.74
TC: -356 lb Conc. Load at 4.29
TC: 142 lb Conc. Load at 7.12
TC: 350 lb Conc. Load at 9:94
BC: -389 lb Conc. Load at 4.29
BC: -5 lb Conc. Load at 7.12
BC: 126 lb Conc. Load at 9.94
Purlins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 55 0.00 12.67
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 cantilever is exposed to wind
Left bottom chord exposed to wind.
10'5'7 2'2'9
-12'8•
-5#} i
126#
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
PI
Defi/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.066 B 327 36,
S,tRT(CL): 0.068 B 321 24,
HORZ(LL): -0.012 D -
HORZ(TL): 0.013 C -
Creep Factor: 2.0
Max TC CSI: 0.717
Max BC CSI: 0.996
Max Web CSI: 0.419
Wgt: 60.2 Ibs
VIEW Ver: 19.01.00A.0618.15
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 506 /-158 /-
/- 11846 /-
1 888 /- /-
/- /1463 /-
F 27 /-19 /-
/120 /- /-
E 10 /-90 /-
1143 /- /-
Wind reactions based on MWFRS
H Brg Width = 11.3
Min Req = 1.5
1 Brg Width = 11.3
Min Req = 1.5
F Brg Width = 1.5
Min Req = -
E Brg Width = 1.5
Min Req = -
Bearings H & I are a rigid
surface.
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 677- - 24
C - D 273 -176
B-C 671 0
D-E 86 -68
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-H 0 -570 G-F 0 0
H - G 0 - 522
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - C 997 -491 D - G 984 - 803
C - G 533 0
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C-naht 9) 21116 A-1 Rnof Tmacr_c- Rnnrodudinn of this doatmont. in anv fnnn. is nmhih9ad without the wrihan nnrmi. sinn of A-1 Rnnf Tn-_c.
.foo truss 1 russ 1 ype ury rfy uQ/u4rZUZu
81433 HJ7A HIP_ 3 1 �6753
62x4(B1
4
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: If
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x6 SP 2400f-2.0E
Webs 2x6 SP #2 W2 2x4 SP #3;
Special Loads
(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 plf at 0.00 to
2 pif at 12.67
BC: From 20 plf at 0.00 to
20 pif at 4.29
BC: From 2 plf at 4.29 to
2 pif at 12.67
TC: -356 lb Conc. Load at 4.29
TC: 142 lb Conc. Load at 7.12
TC: 342 lb Conc. Load at 9.94
BC: -389 lb Conc. Load at 4.29
BC: -5 lb Conc. Load at 7.12
BC: 120 lb Conc. Load at 9.94
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 100 0.00 12.67
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 cantilever is exposed to wind
Left bottom chord exposed to wind.
43"7 �5 14 2715 2715- t li2-8.11-�{
�,,.
SEAT PLATE REQ.
�-273
12'a"
? ? +
-38g# 120#
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl LI/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): -0.386 F 293 360
Loc R+ / R- / Rh / Rw / U ! RL
Rep Factors Used: Varies by Ld CRT(CL):
-0.400 F 282 240
H 606 /-328 /- /- /1605 /-
FT/RT:10(0)/10(10)
HORZ(LL): -0.167 C - -
D 166 P /- /- /152 /-
Plate Type(s):
HORZ(TL): 0.170 C I
E 211 /- /0 /- /504 /0
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.675 I
H Brg Width = 11.3 Min Req = 1.5
Max BC CSI: 0.986 I
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.472
E Brg Width = 1.5 Min Req = -
Bearing H is a rigid surface.
Wgt: 56.7 Ibs
Bearing H requires a seat plate.
VIEW Ver: 19.01.00A.0618.15I
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 632 -199 C - D 115 - 93
B - C 750 -232
Additional Notes
Negative reaction(s) of -328# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-G 187 -601 F-E 0 0
G - F 199 - 593
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
I
B - G 471 -157 C - F 751 - 270
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOW
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TD
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specialty Engineer), the seal on any TDD represents an acceptance of the Or
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for a
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the
use of the 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
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specially Engineer Is N
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
(:nnvriaht 9) 2m16 A-1 Roof Tnrc m - Renroduction of thin dormant. in anv form. is nmhihited without the written na niaainn of A-1 Roof Tniacea.
an
form.
Building Is the
TDD and any field
the practices and
d duties of the Truss
OT the
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job I russ
• 81483 HJ7B
I russ I ype
HIP
c try rly U0/U4/LULU
1 1
6759
4m4X6(E5)
Loading Criteria (pst)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.0E
Bot chord 2x4 SP 2400f-2.0E
Webs 2x6 SP #2 W2 2x4 SP #3;
Lt Slider. 2x4 SP #3; block length = 1.518'
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 plf at 0.00 to
2 plf at 12.66
BC: From 20 plf at 0.00 to
20 plf at 4.29
BC: From 2 plf at 4.29 to
2 plf at 12.66
TC: 1 lb Conc. Load at 4.29
TC: 142 lb Conc. Load at 7.11
TC: 342 lb Conc. Load at 9.94
BC: 675 lb Conc. Load at 4.29
BC: -5 lb Conc. Load at 7.11
BC: 120 lb Conc. Load at 9.94
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 12.66
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
1 4-3.7 'i' Z9°15 1- 1 2715 t 2-8.11
H Diana
SEAT PLATE REQ.
i' 4'0'12----'I
i
675#
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
12'8'
-54t 4
120#
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.443 G 223 36
qq-:RT(CL): -0.476 G 208 24
HORZ(LL): -0.158 D - -
HORZ(TL): 0.164 D - -
Creep Factor: 2.0
Max TC CSI: 0.657
Max BC CSI: 0.775
Max Web CSI: 0.308
Wgt: 51.8 Ibs
VIEW Ver. 19.01.00A.0618.15
E
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
H 1066 /- /- /- /626 /-
E 189 /- /- /- /200 /-
F 148 /- P P /246 P
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
F Brg Width = 1.5 Min Req = -
Bearing H is a rigid surface.
Bearing H requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 275 -183 C - D 297 -198
B-C 276 -147 D-E 101 -86
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-H 159 -264 G-F 0 0
H - G 154 - 264
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 77 - 358 D - G 333 - 205
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (I.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn,c
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SECA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
C nvrinht 0) 2016 A-1 Roof Tnr. vsa- R.-d.,dinn of this dnannent. in env form. is omhihitad without the written nnrmirdnn of A-1 Roof Tn-
goo truss 1 russ type Wry cry uaiu4ftutu
81433 HJ8 HIP_ 2 1 4017
Loading Criteria (psi)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
-3X4(B1)
tnj
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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: not in 17.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x6 SP #2
Webs 2x6 SP #2 W2 2x4 SP #3;
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 92 plf at 0.00 to 92 plf at 9.99
BC: From 20 plf at 0.00 to 20 plf at 9.99
TC: 24 lb Conc. Load at 4.80
TC: 105 lb Conc. Load at 6.15
TC: 232 lb Conc. Load at 9.35
BC: -31 lb Conc. Load at 4.80
BC: 19 lb Conc. Load at 6.15
BC: 93 lb Conc. Load at 9.35 r
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 107 0.00 9.99
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
24#
,0
i 4'9"10 �#- 1'4"3
D
SEAT PLATE REQ.
I` T2.12
I
I
9'11"14
I
I
-31# 19# 93#
Code / Misc Criteria
Defl/CSI Criteria I
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefi L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): -0.120 G 258 360
Loc R+ / R- / Rh / Rw / U / RL
G 844 /- /- /- /657 /-
Rep Factors Used: Varies by Ld C
FNERT(CL): 0.170 G 182 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.063 D - I -
E 353 /- /0 /- /209 /0
Plate Type(s):
HORZ(TL): 0.088 D - I -
D 396 /- /- /- /364 A
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.802
G Brg Width = 8.9 Min Req = 1.5
Max BC CSI: 0.993
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.252
D Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
t
Wgt: 44.1 Ibs
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
I
A - B 441 -443 C - D 139 -127
B - C 480 - 502
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKN
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of th
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss f(
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvriaht 0) 201E A-1 Roof Tne,-i - Renrodurlion of thLs document. in anv in=. In nmhihitnd withnut the written nennl Wnn M A-1 Roof Tnt>;cex.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-G 416 -397 F-E 0 0
G - F 414 - 393
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - G 339 -418 C - F 502 -526
-EDGMENr' form.
D, only Alpine
ofessional engineerin
Manuel Martinez, P.E.
Is the
Buildld any
TDD
# 047182
anfield
the practices and
4620 ParkView Dr
duties of the Truss
DT the
St Cloud, FL 34771
Job
81433
I russ muss -type
J1 I JACK
city I ply
14 1
US/U4/2U2U
3908
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
T
1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in cc) Start(ft) End(ft)
BC 36 0.00 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
1113X6(E5)
D
5"4
SEAT PLATE REQ.
f- 2' -{
2'6"12
I` 3'
T
1
Code / Misc Criteria
Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.061 F 503 360
Loc R+ / R- / Rh / Rw / U / RL
G 1157 /- /- /1070 /546 /103
Rep Factors Used: Yes
VERT(CL): 0.108 F 284 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.034 D - -
D - /-429 /- /168 1352 P
Plate Type(s):
HORZ(TL): 0.060 D
E - /-401 P /203 /418 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.429
G Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.439
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.163
E Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Wgt: 16.8 Ibs
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A - B 203 - 337 C - D 219 -177
B - C 135 - 251
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Additional Notes
Negative reaction(s) of -429# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-F 294 -67 F-E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 1051 - 660
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TOO) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOO, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht 0 2016 A-1 Rnnf T.-- Ranmdudion of this do—nnt. in anv form. is nmhihaed withottl the written nermircion of A-1 Rmf Tnisses.
JOD
81433
1 Russ
J1A
i russ I ype
JACK
ury
2
UOfu4/LULU
3949
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
1113X6(E5)
T
a0
i
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
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 36 0.00 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
12
5
C�
1111.5X4
3X4B j
H B 0' ao
A
I
1113X6 p
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defi L�,
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): -0.022 B 900 360
Loc R+ / R- / Rh / Rw / U / RL
D 337 /- /314 /300 /175 /282
Rep Factors Used: Yes
VERT(CL): 0.033 B 602 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.010 B - �-
C - /- /314 /- /- /290
Plate Type(s):
HORZ(TL): 0.014 B - ;-
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
D Big Width = 1.5
Max TC CSI: 0.459
C Brg Width = 1.5
Max BC CSI: 0.187 I
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.167
Chords Tens.Comp. Chords Tens. Comp.
A - B 564 -768 B - C 404 - 643
Wgt:16.81bs
VIEW Ver. 19.01.00A.0618.15
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - D 695 - 316
Wind 1
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
The maximum horizontal reaction is 314#
1
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNO
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the l
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of it
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD ai
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities a
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1.
Cnovriaht Q 2016 A-1 RonfTn--Renrodur]inn of this domimant, in anv form. is omhihiled withal thn writtnn narmislnn of A-1 Roof Trip .
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
D - C 546 -284
form.
TDD and any field
the practices and
I duties of the Truss
OT the
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job Truss Truss I ype ury rly uu/u4/LU14u 4306
81483 IAB JACK 4 1
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: > 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 2x6 SP 42
Lt Slider: 2x4 SP #3; block length = 1.500'
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 30 0.00 2.52
BC 6 2.52 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
12 D
5 p
1113X6 C
T 03X4B
1113X6(E5) A iv
_ HB 5"13
=3X3 E
F
G=2X4
SEAT PLATE REQ.
�--- 1'11"15 —�
�-- 2'0"11 11 "5 _ '
�- 3' -{
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.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Additional Notes
Negative reaction(s) of -649# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.107 G 280 36
VERT(CL): 0.186 G 162 24
HORZ(LL): -0.064 D - -
HORZ(TL): 0.110 D
Creep Factor: 2.0
Max TC CSI: 0.650
Max BC CSI: 0.088
Max Web CSI: 0.165
Wgt: 18.2lbs
VIEW Ver: 19.01.00A.0618.15
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
G 1034 /- /- /917 /456 /60
E - /-68 /- /22, /54 /-
D - /-649 /- /282 /600 A
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 8.0
E Brg Width =1.5 Min Req = -
D' Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 313 - 379 C - D 231 - 262
B-C 177 -216
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-G 222 -81 F-E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - C 955 - 940 G - F 1011 - 956
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkVieW Dr
guidelines of the Building Component Safety Information (BBC[) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvnnht 0 2016 A-1 Rnnf Tn,.acac - RenrMuainn of this dnannant, in anv fnrn. A nrohihited withad the written nernic'nn of A-1 Ratf Tno—s.
81433
u... t rUa5 r ype idly
J2 JACK 2
1
UiUU4/LULU
4160 r
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
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
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 34 0.00 2.87
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
C
1-- 2'107
f — — 2-1"8 4"�— 2,6"15
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.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Defl/CSI Criteria
PP Deflection in loc Udefl
VERT(LL): -0.002 B 999
VERT(CL): 0.002 B 999
HORZ(LL):-0.002 B -
HORZ(TL): 0.002 B -
Creep Factor: 2.0
Max TC CSI: 0.679
Max BC CSI: 0.100
Max Web CSI: 0.568
Wgt: 18.2lbs
VIEW Ver. 19.01.00A.0618.15
I
1
♦ Maximum Reactions (Ibs)
# Gravity Non -Gravity
60 Loc R+ / R- / Rh / Rw / U / RL
0 E 431 /- /- /386
/347 /-
- D 57 /- P /29
P /92
- C 60 /- P /56
191 /244
Wind reactions based on MWFRS
E Brg Width = 1.5
D Brg Width = 1.5
C Brg Width = 1.5
Maximum Top Chord Forces Per
Ply (Ibs)
Chords Tens.Comp. Chords
Tens. Comp.
A- B 76 0 B- C
339 -196
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
E-D 139 -128
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 618 -402
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for arty Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and
guidelines of the Building Component Safety Information (BBC[) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and;duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined In TPI-1.
CnovH.W 0 2016 A-1 Roof Tmcsaa - Renrndurlion of thin domiment. in env torn. Is cmhihitad ufirhnut tha written mmiaslon of A-1 Ronf Tni-
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job
r 81433
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
I Russ I rUss I ype
J12A JACK
12
5 F,-,-
0 3X4 B
1113X6(E5) A
T
m
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
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 47 0.00 .3.94
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Ury h'ly UZ$/U4/14ULU
2 1
D
III1.5X3 C
HB 1'4"9 N
1 113X4 E
SEAT PLATE REQ.
2'
i 2'6"12 1 1'4"9 --{
3'11"5- 1
4020
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.062 F 498 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.117 F 262 240
G 634 /- /- /500 /219 /135
FT/RT:10(0)/10(10)
HORZ(LL): -0.034 D - -
E - /-114 /- 165 /122 /-
Plate Type(s):
HORZ(TL): 0.065 D - -
D - A117 A /42 /104 A
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.431
G Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.437
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.118
D ' Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Wgt: 19.6 Ibs
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A - B 195 - 331 C - D 42 - 79
B - C 136 - 305
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-F 342 -68 F-E 0 0
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 729 -408
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkUeW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
(`,nnwinht 9) 2016 A-1 Rmf Tnrcaac — R-raduntion of this der anent. in anv form. is nmhihhed wUhcvt thn written [wnnil;<Inn of A-1 Rmf Tniccac.
81433
r r YJA I r Ub5 1 ytJC
J3 JACK
Wfy I r-ty
16 1
U8/U4/LULU
3911
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NC13CLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
1113X6(E5)
T'
co
1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
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 60 0.00 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
12
5 p
SEAT PLATE REQ.
C
1 2'6"12 -„ice 2'5"4 -�
5' mi
1
1
Code / Misc Criteria
Defl/CSI Criteria I
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L�
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.081 F 379 3160
Loc R+ / R- / Rh / Rw / U / RL
G 577 /- A /530 /277 /172
Rep Factors Used: Yes
VERT(CL): 0.144 F 213 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.045 D - I -
E - /-48 /- /22 /26 A
PlateType(s):
HORZ(TL): 0.080 D - �,-
D 71 /-39 A /12 /100 A
WAVE
Creep Factor: 2.0 i
Wind reactions based on MWFRS
Max TC CSI: 0.438
G Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.439
I
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.092
D Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Wgt: 22.4 Ibs
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.151
Chords Tens.Comp. Chords Tens. Comp.
A - B 187 -265 C - D 27 -100
B - C 138 - 247
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNO'
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the l
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of th
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD at
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities a
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Cnnvdnht 0 2016 A-1 Rmf Tit-- R—rhiclinn of this dnmment. in anv fnrm. is nmhihitad withnut the written nenniacinn of A-1 Rmf Tmsces.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- F 270 - 73 F- E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 491 -403
EDGMENT" form.
I, only Alpine
fessional englneednE
Manuel Martinez, P.E.
/ Building is the
# 047182
'Do and any field
he practices and
4620 ParkView Dr
duties of the Truss
IT the
St Cloud, FL 34771
Job
81433
Truss I cuss t ype ury my
J3A JACK 2 1 1
U61U41zuZu
4008
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
12 D
5 p
1111.5X3rf
o3X4 B
1113X6(E5) A
T
i;o
1
F E
1113X3
SEAT PLATE REQ.
2' -{
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
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 51 0.00 4.26
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
I- 2'6"12 1 1'8"6 --
I — 4'3"2
Code I Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.065 F 471 360
Loc R+ / R- / Rh / Rw / U / RL
G 601 /- /- 1462 /197 /146
Rep Factors Used: Yes,
VERT(CL): 0.125 F 244 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.036 D - -
D 24 /-85 /- /31 180 /-
Plate Type(s):
HORZ(TL): 0.070 D - -
E - /-87 /- /54 /93 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.508
G Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.438
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.120
E Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Wgt: 21.0 Ibs
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A - B 195 - 342 C - D 19 - 87
B-C 136 -319
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- F 354 - 70 F- E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 710 - 398
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' torn.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineefin,c Manuel Martinez, RE.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
C ftht Q 2016 A-1 Rmf Tn,-- Re .dudim of thic d—rment. in env fnrrn. is nmhibited Wthmt the written nrrmlacim of A-1 Rmf 7ni uc.
rrubb
81433 J3B
rrusb Type
JACK
wl
2y II1y I utUu4/LULU
4315
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 3.00 ft
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 #2 B1 2x4 SP 2400f-2.OE;
Webs 2x6 SP #2 W3 2x4 SP 43;
Lt Slider: 2x4 SP #3; block length = 1.500'
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 28 0.00 2.29
BC 28 2.29 4.63
BC 5 4.63 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
0 1.Sx4G
SEAT PLATE REQ.
�-- 3'4` �{
1 - 2'0.12 2-3.4 •'I
i 5'0'1 �{
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/# Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.217 K
202 360 Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.401 K
109 240 J 1035 /- /- /829 /392 /172
FT/RT:10(0)/10(10)
HORZ(LL): -0.122 E
- �,- G - /-93 /- 141 /87 /-
Plate Type(s):
HORZ(TL): 0.226 E
- i- F - /-428 /- /184 1382 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.408
J Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.656
G Brg Width = 1.5 Min Req = -
Max Web CSI: 0.409
F Brg Width = 1.5 Min Req = -
Bearing J is a rigid surface.
Wgt: 35.0 Ibs
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A - B 207 -434 D - E 28 -57
B - C 144 - 284 E - F 217 -169
C-D 104 -197
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
Negative reaction(s) of -428# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
I A : K
282 - 68
J -1 59
- 51
L-J
265 -55
H-G 0
0
Maximum Web Forces
Per Ply (Ibs)
i Webs
Tens.Comp.
Webs Tens. Comp.
C - K
162 -181
1 - E 344
- 251
K-L
257 -199
1 - H 101
-114
D - J 585 -445
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of.the IRC, the IBC, local building code and TPI-1. The approval of the irDD and any field
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD andthe practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvrinht W 201r A-1 Ronf T.,.-- Renrnd,01on of thL" doot-Ant. in anv form. Is nmhihitad without thn wrinnn nenninxinn of A-1 Rmf Tmcaea. I
Job Truss
81433 J4
Truss Type Qty Ply
MONO 2 1 1
08/04/2020
4157
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL 15.00
Speed: 170 mph
BOLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 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
Webs 2x4 SP #3
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 58
0.00 4.87
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
1113X4(R)
12 R
D C
1111.5X4 III3X6(R)
f -- 4107 —{
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.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.001 A 999 36(
VERT(CL): 0.001 A 999 24(
HORZ(LL): -0.006 B - -
HORZ(TL): 0.007 B -
Creep Factor: 2.0
Max TC CSI: 0.667
Max BC CSI: 0.275
Max Web CSI: 0.471
Wgt: 37.8 Ibs
VIEW Ven 19.01.00A.0618.15
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D 274 /- /- /160 122 /335
B 217 A /- /106 /203 A
C 100 A /- /133 /156 A
Wind reactions based on MWFRS
D Brg Width = 1.5
B Brg Width = 1.5
C ' Brg Width = 1.5
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - B 83 -143
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
D - C 123 - 377
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-D 147 -223 B-C 0 0
A - C 456 -149
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (I.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn.c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Convdnht Q 2016 A-1 Rnnf Tn-- Renrndnrtinn of ihi" domrment. in anv form. is nmhibifed withnre the written nermiecinn of A-1 Ronf Tm""ne.
Job
81433
Truss
AA
Truss Type
JACK
Qty
4
08/04/2020
4011
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
1113X6(E5)
I
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
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 69 0.00 5.79
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
1113X4
SEAT PLATE REQ.
�— 2'1",5 --�
2'8"1 3'1"6
R
5'9"7 1
Code / Misc Criteria
Deft/CSI Criteria I
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.093 F 344 360
Loc R+ / R- / Rh / Rw ! U / RL
G 603 /- /- /433 /196 /190
Rep Factors Used: Yes
VERT(CL): 0.181 F 176 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.050 D - I-
E 19 /-30 /- /39 /35 !-
Plate Type(s):
HORZ(TL): 0.096 D -
II
D 105 /-16 /- /28 1126 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0. 517
G Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.517
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.473
Bearing G is a rigid surface.
Wgt: 25.2 Ibs
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver 19.01.00A.0618.15 I
Chords Tens.Comp. Chords Tens. Comp.
li
A - B 206 - 390 C - D 39 -149
B - C 146 - 375
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONSCUSTOMER("BUYER") ACKNO'
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the l
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of th
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD at
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities a
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
C riaht C 201E A-1R"nfTntcsnn—Rnnrodudl-of thin dwiment. in anv form. in nrohihhnd withnut thn wdhan nnrmisninn M A-1 RonfTmcses.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-F 403 -74 F-E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 750 -437
EDGMENT" form.
), only Alpine
fessional engineerin
Manuel Martinez, P.E.
Building is the
# 047182
DD and any field
he practices and
4620 ParkView Dr
duties of the Truss
)T the
St Cloud, FL 34771
Job Truss
81483 1 J4G
I russ I ype
MONO
ury rly
2 1
USfU4/LULU
4342
T
1
IO1.5x4
4'3"12
864
4
1
1
1'1"9--J--2'
431#
1,2-3'-�
27 93#
Loading Criteria (per) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 15.00 Speed: 170 mph
TPI Std: 2014
VERT(LL): -0.001 B
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C $'r:RT(CL): 0.002 B
999 240 D 614 /- /- P /410 P
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.001 B
- - C 711 P /- P /644 P
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.001 B
- - Wind reactions based on MWFRS
Des Ld: 55.00 Mean Height: 25.00 It
WAVE
Creep Factor: 20.
D Br Width = - Min Re
9 q = -
NCBCLL: 10.00 TCDL: 5.0 sf
P
Max TC CSI: 0.504
C Brg Width = - Min Req = -
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.639
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
Max Web CSI: 0.204
Chords Tens.Comp.
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
Wgt: 26.6 Ibs
A - B 85 -101
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15 Maximum Bot Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp.
Top chord 2x4 SP #2
D - C 54 -33
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Maximum Web Forces Per Ply (Ibs)
Special Loads
Webs Tens.Comp. Webs Tens. Comp.
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
A - D 157 -198 B - C 244 -276
TC: From 93 plf at 0.00 to 93 plf at 4.31
A - C 22 - 33
BC: From 10 plf at 0.00 to 10 plf at 4.31
TC: 86 lb Conc. Load at 4.31
BC: 431 lb Conc. Load at 1.13
BC: 274 lb Conc. Load at 3.13
BC: 93 lb Conc. Load at 4.31
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 52 0.00 4.31
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 0471$2
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvdoht Q 2m16 A•1 Rnof Tn-- Renmdurlinn of thin dmirnont. in anv fnnn. in nmhihifad wilhout the written n—ninnion of A-1 Rod Tnrc .-
Job I russ Truss Type Qty 'Ply 08/04/2020
81433 J5 1 JACK 10 1 6750
12
5 p
III1.5X4 C
-3X4 B
1113X6(E5)A HB 4'5"4
�I
F
III1.5X4
SEAT PLATE REQ.
�2'�
�-- 2'6"12
T
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
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: 3.00 ft
Loc. from endwall: not in 4.50
GCp): 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
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 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
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.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
�;t
4'5'4 ,{
Defl/CSI Criteria I
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl Li#
Gravity Non -Gravity
VERT(LL): 0.150 F 204 360
Loc R+ / R- / Rh / Rw / U / RL
G 621 /- P /568 /301 , /242
VERT(CL): 0.,168 F 183 240
HORZ(LL):-0.087 D -
E 60 /- /- /123 /91 /-
HORZ(TL): 0.100 D I-
D 171 J- /- /72 /185 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.596
G Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.107 07
D Brg Width =1.5 Min Req = -
I
Bearing G is a rigid surface.
Wgt: 28.0 Ibs I
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
I
A-B 181 -318 C-D 66 -152
B - C 146 -283
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- F 302 - 80 F- E 0 0
i
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 492 -486
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNO
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the'I
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of th
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD at
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities a
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrioht Q 2016 A-1 Rnnf Tn.--- Renrnd-11nn of this dnnrment. in env form. is nrohibhed without thn written neonission of A-1 Rnnf Tmcses.
DGMENT' form.
only Alpine
assional englneerin.c
Manuel Martinez, P.E.
Buildhe
anyIs tfield
# 047182
D and
a practices and
4620 ParkView Dr
uties of the Truss
r the
St Cloud, FL 34771
Job
814;33
Truss
J5A
Iruss type
JACK
ury rly
2 1
u01u1+11du1u
4014
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NC13CLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
4
SEAT PLATE REQ.
�--- 2'1 "5 1
i-- 2'8"1 61"13
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.0E
Bot chord 2x4 SP 2400f-2.0E
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
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 8.82
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
u
1
1
8'9„14 t
Code I Misc Criteria
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.243 F 131 360
Loc R+ / R- / Rh / Rw / U / RL
G 710 /- /- 1472 /257 /290
Rep Factors Used: Yes
VERT(CL): 0.298 F 107 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.132 D - -
E 100 /- /- 155 116 /-
Plate Type(s):
HORZ(TL): 0.147 D - -
D 247 /- /- /101 /250 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.395
G Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.286
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.109
Bearing G is a rigid surface.
Wgt: 33.6 Ibs
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A-B 226 -318 C-D 91 -177
B - C 148 -298
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-F 299 -71 F-E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 548 - 592
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
r:nnvrinht 0 2016 A-1 Rnnf Tni. vc — R"nrndudinn of this dnntmnnt. in env form, is nmhihited wifhnut thn wrinnn ii—ircion of A-1 Rnof Tnissss.
JOD
81433
I russ
J5B
Iuss type
JACK
Cary
2
08/04/2020
4320
F
111.& G
SEAT PLATE REQ.
3'4' - i
l^- 2-0.12 -+1 2,3.4'-' "9 -" 74-9 _'I
7V1
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.0E
Bot chord 2x4 SP #2 B1 2x4 SP 2400f-2.OE;
Webs 2x6 SP #2 W2,W4 2x4 SP #3;
Lt Slider: 2x4 SP #3; block length = 1.500'
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 28 0.00 2.29
BC 28 2.29 4.63
BC 29 4.63 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Defl/CSI Criteria
PP Deflection in loc Udefi
VERT(LL): 0.177 K 232
VERT(CL): 0.346 K 118
HORZ(LL): -0.110 E -
HORZ(TL): 0.210 E -
Creep Factor: 2.0
Max TC CSI: 0.405
Max BC CSI: 0.430
Max Web CSI: 0.292
Wgt: 43.4 Ibs
VIEW Ver. 19.01.00A.0618.15
I
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
0 J 783 /- /- /565 /248 /242
G 57 P P /19 /1 /-
F 106 /-86 P /46 /167 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
G Big Width = 1.5 Min Req = -
F Big Width = 1.5 Min Req = -
Bearing J is a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 334 -401 D-E 24 -110
B - C 289 - 374 E - F 41 -139
C - D 208 - 303
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - K 378 - 212 J -1 44 - 38
L-J 347 -183 H-G 0 0
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
K - L
154 -164
J - D 405 - 531
K - C
. 82 -151
I - E 223 -139
C-J
389 -108
I-H 73 -7
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional engineed
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD andlthe practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
f:nmvrinht Q 2n1 6 A-1 Rnnf Tmssr-s - RenrndudAnn of this d-rn-t. in anv fnrrn. is ..MUM uflfhnuf thn writlnn nerrn1-1- of A-1 Rnnf Tni¢s
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job
81433
Truss
J513
Truss Type
JACK
city jly
2 1
U61U4/Z000
6744
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
.I
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 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: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
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 7.00
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
�-- 2'0"12 --
n
75"1 i 4'6"15
7'
1
I
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.151 F 191 360
Loc R+ / R- / Rh / Rw / U / RL
F 602 /- /- /551 /292 /242
Rep Factors Used: Yes
VERT(CL): 0.133 F 218 240
FT/RT:10(0)/10(10)
HORZ(LL):-0.088 D - -
E 66 /- /- /134 /97 P
Plate Type(s):
HORZ(TL): 0.097 D - -
D 179 P /- /80 1191 P
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.571
F Brg Width = 3.1 Min Req = 1.5
Max BC CSI: 0.584
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.106
D Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Wgt: 28.0 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A - B 173 - 323 C - D 69 -155
B - C 138 - 278
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-F 295 -75 F-E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 482 -479
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering ii.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn,c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Tmss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnvdaht0)2m1a A-1 Rnof TrILGSRS—Renrodurlion of this domrment. In env fnnn. Is nmhibdad withmit the written n iceinn of A-1 Roof Tnisnes
jou I Fuss I russ I ype Uty I Fly US/U4/ZULU
81433 JACK 2 1 , 4005
ID
12
5 p
N
III1.5X4 C v
-3X4 B
1113X6(E5)A HB 5'9"6
�I
1111.5X4
SEAT PLATE REQ.
�2'— I
2-6.12 576
8'4"2
Loading Criteria (psfl Wind Criteria
Code / Misc Criteria
Defi/CSI Criteria I
♦ Maximum Reactions (Ibs)
TCLL: 30.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L)#
Gravity Non -Gravity
TCDL: 15.00 Speed: 170 mph
TPI Std: 2014
VERT(LL): 0.252 F 121 360
Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.309 F 99 240
G 677 /- /- /460 /233 /289
BCDL: 10.00 Risk Category:11
FT/RT:10(0)/10(10)
HORZ(LL):-0.144 D -
.
D 232 /- /- /103 /241 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.160 D - -
E 93 /- /- 151 /19 /-
Des Ld: 55.00 eiei
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0 I
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: P sf
Max TC CSI: 0.436
G Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.322
D Brg Width = 1.5 Min Req = -
S Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
P 9�
�
E Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.110
Bearing G is a rigid surface.
Loc. from endwall: not in 4.50 f
Wgt: 33.6 Ibs
Bearing G requires a seat plate.
GCpi: 0.18
1 11
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.01618.15 I
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A - B 217 - 318 C - D 89 -181
Top chord 2x4 SP M-30
B - C 148 -293
Bot chord 2x4 SP M-30
i
Webs 2x6 SP #2
Lt Slider: 2x4 SP #3; block length = 1.500'
I
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Purlins
In lieu of structural panels or rigid ceiling use purling
A - F 295 -78 F - E 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
I
Maximum Web Forces Per Ply (Ibs)
BC 75 0.00 8.34
I
Webs Tens.Comp.
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
C - F 527 -562
Wind
Wind loads based on MWFRS with additional C&C member design
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be. valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
C nvriaht a) 2016 A-1 Rnaf Tnisses — RA— Lidinn of this d—ment. in env form. is nmhibitnd vAhout the written nermission of A-1 Roof Tmsses. r
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job
81433
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Truss
R
4
I russ I ype
EJAC
Uty I-ly UtS/U4/ZU"LU
4 1
E
I
SEAT PLATE REQ. SEAT PLATE REQ.
�'— 2' 5'4"
I TV'12 I1'6"4 --�
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
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 W1 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.500'
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 9.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
9'
1
1
4035
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl L/# Gravity Non -Gravity
TPI Std: 2014
VERT(LL):-0.004. B
999 360 Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.010 B
999 240 H 577 /- /- /533 /268 /191
FT/RT: 1 0(0)/l 0(10)
HORZ(LL): -0.003 D
- - 1 510 /- /- /395 /277 /-
Plate Type(s):
HORZ(TL): 0.004 B
- - F - /-16 /- /62 173 P
WAVE
Creep Factor: 2.0
E 33 /-69 P /15 /13 P
Max TC CSI: 0.444
Wind reactions based on MWFRS
Max BC CSI: 0.316
H Brg Width = 8.0 Min Req = 1.5
Max Web CSI: 0.164
1 Brg Width = 8.0 Min Req = 1.5
F Brg Width = 1.5 Min Req = -
Wgt: 46.2 Ibs
E Brg Width = 1.5 Min Req = -
Bearings H & I are a rigid surface.
VIEW Ver. 19.01.00A.0618.15 Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 217 -167 C-D 87 -221
B-C 233 -113 D-E 13 -66
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-H 142 -160 G-F 0 0
H - G 50 - 308
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - C 303 -482 D - G 454 -405
C-G 319 -49
"WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' forth.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TOD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvdnht M 2010 A-1 Rnnf Tnracea— Renroduntion of thin doarment. in anv fnnn. is nmhihited without the written narmiccion of A-1 Rnnf Tnraaec.
81433
rruaa
J7A
I[ use t ypu r,.tly irl
MONO 1 19 I1
Uo/u4/LULU
3905
Loading Criteria (psp
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
I
1111.5X4 E
12
5 p
@ 1.5X3 D
-v
1111.5X3 C
3X4 B
1113X6(E5)A
1II1.5X3 GG
III .5X3 H III1.5X3
I
SEAT PLATE REQ.
I-- 2` �.
9' '
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 25.00 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: 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 W1 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.500'
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 71 0.00 9.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
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.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Defl/CSI Criteria I
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
VERT(LL): 0.103 G 773 360
Loc R+ / R- / Rh / Rw / U / RL
H 683 /- A /624 /333 /311
VERT(CL): 0.148 H 189 240
HORZ(LL):-0.053 D - I-
F 170 /- A /225 /171 /-
HORZ(TL): 0.088 E - I-
E 191 /- !- /99 /153 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.593
H Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.999
F Brg Width = 1.5 Min Req = -
Max Web CSI: 0.128 I
E Brg Width = 1.5 Min Req = -
Bearing H is a rigid surface.
Wgt: 44.8 Ibs
Bearing H requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A - B 236 -359 C - D 76 -282
B-C 52 -184 D-E 73 -117
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-H 199 0 G-F 0 0
H - G 189 -285
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-H 312 -458 E-F 0 0
D - G 370 - 245
I
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNO'
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the l
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the
responsibility for the design of the single Truss depicted an the TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of th
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO at
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities a
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1.
Cnnvriaht Q 2a16 A-1 Rmf Tnrsse-c — Rr .ch, 3inn of this d—unent. in env fnrm. is nmhihBnd without the written nernissim M A-1 Rmf Tnissm.
.EDGMENT' form.
), only Alpine
fessional engineerin
Manuel Martinez, P.E.
y Building Is the
'Do
# 047182
and any field
he practices and
4620 ParkView Dr
duties of the Truss
)T the
St Cloud, FL 34771
Job I russ I russ I ype ury rty uo/u4/LULU 4323
• 81433 1 J7B I MONO 2 1 1
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
1015X4 ®3X4(R?
SEAT PLATE REQ.
�- 3'4" �{
F-- 2-0.12 1 23"4 'i' 4'
i 8W
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 170 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 25.00 ft
WAVE
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 #2
Webs 2x4 SP #3 W1,W2 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.500'
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 28 0.00 2.29
BC 27 2.29 4.52
BC 46 4.48 8.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.088 K 500 36(
VERT(CL): 0.164 K 268 24(
HORZ(LL): -0.048 F - -
HORZ(TL): 0.088 F - -
Creep Factor: 2.0
Max TC CSI: 0.539
Max BC CSI: 0.477
Max Web CSI: 0.992
Wgt: 61.6 Ibs
VIEW Ver: 19.01.00A.0618.15
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 825 /- /- /593 /251 /205
G 24 /-85 A /64 /89 /-
F 165 A A /75 /98 A
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
G Brg Width = 1.5 Min Req = -
F Brg Width = 1.5 Min Req = -
Bearing J is a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 331 -457 D - E 175 -272
B-C 268 -413 E-F 64 -117
C - D 269 - 397
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - K 436 -196 J - H 195 - 230
L-J 427 -191 1 - G 110 -133
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 57 -134 H - E 261 - 257
K - L 166 -169 E - G 204 -168
D- J 373 - 332 F- G 0 0
H-1 77 0
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkVew Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
C nvrinht 0 201E A-1 Rnnf Tru-- Renmdudinn of this dmiment. in env fnrm. lc nmhihifed vAthout the wrMAn nenniccinn of A-1 Rnnf Tru-
I I uoo I yNc idly 1 fly UO/UN/LULU
81433 PB01 GABL 1 �1 a 4112
�— 2'6"8 "}' 11'37 2'6118
I
11
12
5 :5X6 III1.5X4 =5X6
C D E
T
1'0"15
1
V n1 I.vi\v 1 111 I.V/\T I 1 1 III I.J/\J
01111 . 14'3" 1'0111
I
I
I
16'4"6
Loading Criteria (psi) Wind Criteria Code / Misc Criteria
Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF
TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
I��
PP Deflection in loc L/defl L/# Gravity
Non -Gravity
TCDL: 15.00 Speed: 170 mph TPI Slid: 2014
VERT(LL): -0.000 D 999 360 Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.001 D 999 240 A 33 /- /-
/17 /15 /32
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.000 H - II- B' 102 /- /-
/54 /58 /-
EXP: C : NA Plate Type(s):
HORZ(TL): 0.001 H - I- G 33 !- /-
/17 /15 /-
Des Ld: 55.00 Mean Height: 25.00 ft WAVE
B /-141
Creep Factor: 2..748
NCBCLL: 10.00 TCDL: 5.0 psf
1 1-157
Load Duration: 1.25 BCDL: 5.0 psf
Max TIC CSI: 0
I 1 1-458
Spacing: 24.0 " MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.095 H /-157
C&C Dist a: 3.90 ft
Max Web CSI: 0.154 F /-141
Loc. from endwall: not in 9.00
Wgt: 50.4 Ibs Wind reactions based on MWFRS
GCpi: 0.18
A Brg Width = 8.5
Min Req = 1.5
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.15 I B Brg Width = 170
Min Req = -
Lumber
I G Brg Width = 8.5
Min Req = 1.5
Top chord 2x4 SP #2
1 Bearings A, B, & G are a rigid surface.
I
Bot chord 2x4 SP #2
Maximum Top Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
I Chords Tens.Comp.
Chords Tens. Comp.
Plating Notes
A - B 38 -36
D - E 46 -4
All plates are 2X4(A1) except as noted.
B - C 75 - 63
E - F 75 - 63C
- D 46 -4
F - G 16 -13
Purlins
I
In lieu of structural panels or rigid ceiling use pufins
Maximum Bot Chord Forces Per Ply (Ibs)
to laterally brace chords as follows:
Chords Tens.Comp.
Chords Tens. Comp.
Chord Spacing(in oc) Start(ft) End(ft)
e - J 44 -13
I - H 47 - 9
TC 24 1.48 12.77
BC 120 0.15 14.10
1-1 47 -9
H-F 44 -12
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp.
Gables Tens. Comp.
Loading'
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
j C - J 199 -228
H - E 199 -228
iD-1 517 -650
Wind
Wind loads based on MWFRS with additional C&C member design.
,I
Additional Notes
See STD DETAILS for gable wind bracing requirements.
II
I
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedric
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 ithe practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and, duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. i Cnnvrinht Q 2016 A-1 Rnnf Tnlcsr_a — Rannwhidlon of this dmiment. in anv fnnn. is nmhibiled Wthnut the wrinnn ne."nission of A-1 Ronf Tri—s.
Job
81433
I russ Iruss type
PB02 GABL
1ty I 1y I Ut$/U4/LULU
4115
1- 4'6"8 7'3"7 14'6"8
12 = 5X6
5 F,; -, - C
//15X8(R)
D
B E
A ^ ^ F
H III 1.5X3
G III 1.5X4
1'0"11 1'0"11
14'3' —
16'4"6
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 2.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.90 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.003 H 999 36
VERT(CL): 0.005 H 999 24
HORZ(LL): 0.001 H -
HORZ(TL): 0.002 H
Creep Factor: 2.0
Max TC CSI: 0.683
Max BC CSI: 0.171
Max Web CSI: 0.117
Wgt: 51.8 Ibs
VIEW Ver. 19.01.00A.0618.15
Lumber
Top chord 2x4 SP 42 T2 2x4 SP M-30;
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Plating Notes
All plates are 2X4(A1) except as noted.
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)
TC 24 3.48 10.77
BC 120 0.15 14.10
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
T
to
T
0
T
T
♦ Maximum Reactions (Ibs), or `=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A - /-33 /-
/43 /40 /61
B• 104 /- /-
/56 /52 /-
F 65 /- /-
/32 /59 A
B /-144
H /-246
G /-408
Wind reactions based on MWFRS
A Brg Width = 8.5
Min Req = 1.5
B Brg Width = 170
Min Req = -
F Brg Width = 8.5
Min Req = 1.5
Bearings A, B, & F are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 81 -73
D - E 88 -77
B-C 116 -109
E -F 26 -25
C - D 116 -11
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-H 49 -12 G-E 72 -14
H-G 44 -13
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - H 298 - 391 G - D 490 - 629
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' forth.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047162
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht C 201fi A-1 Rnnf T.,--- R—raduntinn of this dnatment. in anv form. N nmhihited vrithout the written nrrmi. Jnn of A-1 Ronf Tnineee.
Job
81433
Truss Truss Type Oty I 08/04/2020 4109
PB03 GABL r 1 �1,
�--- 2'6"12 + 1IT" 15
12
5 p
:5X6
C
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 2.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.90 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
Plating Notes
All plates are 2X4(A1) except as noted
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)
TIC 24 1.50 12.75
BC 120 0.15 14.10
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Loading
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
III 1.5X4
D
5 X 6
E
2'6"12 ----
14'3" I 1'0"11 I
I
16'4"6
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
PP Deflection in loc Udefl U# Gravity Non -Gravity
VERT(LL): -0.001 D
999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.001 D
999 240 A 32 !- /- /17 /15 /33
HORZ(LL): 0.001 H
- B' 102 /- /- /54 /63 /-
HORZ(TL): 0.001 H
- I- G 32 /- /- /17 /15 /-
Creep Factor: 2.0
J /-143
Max TC CSI: 0.742
1 /-491
Max BC CSI: 0.094
H /-142
Max Web CSI: 0.146
j Wind reactions based on MWFRS
A Brg Width = 8.5 Min Req = 1.5
Wgt: 50.4 Ibs
II B Brg Width = 170 Min Req = -
G Brg Width = 8.5 Min Req = 1.5
VIEW Ver. 19.01.00A.0618.15 11 Bearings A, B, & G are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
lChords Tens.Comp. Chords Tens. Comp.
i A - B 38 -37 D - E 46 -4
B - C 75 - 69 E - F 75 - 69
C-D 46 -4 F-G 16 -12
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
I B-J 49 -12 I-H 47 -9
J-1 47 -9 H-F 49 -11
I
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 198 -247 H - E 198 -247
1 D - 1 515 - 648
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNON
verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TE
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the p.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for a
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD an[
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities ani
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is t`
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C rioint a 2016 A-1 Roof Tniaaaa — Ramaduction of this dminiant. in any torn. is nrnhihited without the wdttan n—nlc inn of A-1 Roof Tni a a.
EDGMENT" form.
), only Alpine
�fessional engineerinc
Manuel Martinez, P.E.
1 Building Is the
# 047182
'Do and any field
he practices and
4620 ParkView Dr
duties of the Truss
)T the
St Cloud, FL 34771
Job Truss
r 81433 VM02
I russ I ype
VAL
ury I rly
4 1
uo/u4/LULU
4336
Loading Criteria (psf)
Wind Criteria
TCLL: 30.00
Wind Std: ASCE 7-10
TCDL: 15.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 55.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
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 #2
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 22 0.00 1.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
8"6 +- 1'1 "15 --�
12
5
1 1'10"4
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.
Additional Notes
See STD DETAILS for valley details.
T
20
Defi/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.003 B 999 36(
VERT(CL): 0.006 B 999 24(
HORZ(LL): 0.001 B - -
HORZ(TL): 0.002 B - -
Creep Factor: 2.0
Max TC CSI: 0.028
Max BC CSI: 0.081
Max Web CSI: 0.000
Wgt: 5.6 Ibs
VIEW Ver. 19.01.00A.0618.15
♦ Maximum Reactions (Ibs), or `=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D' 112 /- /- /47 /17 114
Wind reactions based on MWFRS
D Brg Width = 22.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 0 -18
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 59 -5
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinc Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ,# 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1.
Cnnvdnht Q 2n1e A-1 Raat Tm. sa-a — Renmdurtinn of tNn d—ment. in anv fnnn. N nmhihftnd without the written nnnnicainn of A-1 Rnnf Tnv �.
JVO I rU55
81433 VM04
i russ I ype
VAL
Ury
4
1
Ub1/U4/'LULU
4337 "
8"6
�--� 31"15 -{
12
5 IC
3'10"4
3'3"12
1IAX6
I
T
co
1
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 15.00
Speed: 170 mph
TPI Std: 2014
VERT(I-Q: NA I
Loc R+ / R- / Rh / Rw / U / RL
F" 112 /- /- /56 /28 120
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): 0.004E - I-
Wind reactions based on MWFRS
Des
EXa C : NA
Plate Type(s):
HORZ(TL): 0.008 E - I-
F Brg Width = 46.3 Min ReqNCB= -
Mean Height: 25.00 ft
Height:
WAVE
Creep Factor: 2.0
Bearing A is a rigid surface.
CLLd: 10.00
: 1
BCDL: 5.0 psf
I
Load Du on:
Load Duration: 1.25
BCDL: 5.0 psf
Max TC CSI: 0.202
�
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.175
Chords Tens.Comp. Chords Tens., Comp.
A - B 38 -82 B - C 0 -9
C&C Dist a: 3.00 ft
Max Web CSI: 0.098 �I
Loc. from endwall: not in 9.00
Wgt: 12.6 Ibs
I
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15 1
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Lumber
i
A- E 13 -15 E- D 0 0
Top chord 2x4 SP #2
I
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Purlins
B - E 220 -152
In lieu of structural panels or rigid ceiling use purlins
I
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
i
BC 46 0.00 3.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOW
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TD
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the pr
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for ai
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building rode and TPI-1. The approval of the
use of the 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
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities anc
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is N
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Cnnvrinht a) 201R A-1 Ronf T.,- -c - Rnnr d-Jlnn of thin Anmimnnt. In anv form. is nmhihitnd without the written nennit ion of A-1 Ronf Trimec.
)GMENT' form.
mly Alpine
Isional engineerinc
Manuel Martinez, P.E.
uilding Is the
# 047182
l and any field
practices and
4620 ParkView Dr
ties of the Truss
the
St Cloud, FL 34771
Job
81433
Truss Truss Type tdty Fry
VM06 VAL 4 1 1
Ut$/U4/ZUZU
4338
.e%
8"6
5'1 "15
5'10"4
5'6"12
Loading Criteria (pst)
TOLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
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
Wind Criteria
Wind Std: ASCE 7-10
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
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
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 70 0.00 5.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 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.
Defl/CSI Criteria
PP Deflection in loc L/defi L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.014 C
HORZ(TL): 0.026 C -
Creep Factor: 2.0
Max TC CSI: 0.598
Max BC CSI: 0.439
Max Web CSI: 0.242
Wgt: 19.6 Ibs
VIEW Ver: 19.01.00A.0618.15
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D` 112 /- /- /59 /32 /21
Wind reactions based on MWFRS
D Brg Width = 70.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - B 54 -107
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 201 -14
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - C 301 - 220
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin.c Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the 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 practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrioht W 2016 A-1 Rmf Tmccr_v — Rannvludinn of this dmaimant. in anv form, is nrnhihitrd without thn written mrmissinn of A-1 Rmf Tmxsss.
Job
81433
Truss Truss Type Qty PI
VM07 VAL 12 h1
08/04/2020
s 4339
a"s
s'o^7
C
6'8"12
r 518"10 r3"I
if 1--'.I
DF
Loading Criteria (psq
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
TCLL: 30.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L%#
Gravity Non -Gravity
TCDL: 15.00
Speed: 170 mph
TPI Sid: 2014
VERT(LL): 0.065E 999 360
Loc R+ / R- / Rh / Rw / U / RL
F' 112 /- /- /59 /33 /22
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.122 E 576 240
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.022 C -
Wind reactions based on MWFRS
Des Ld: 55.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.041 C - I-
F Brg Width = 80.8 Min Req = -
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
Bearing A is a rigid surface.
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Max TC CSI: 0.616
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.481
Chords Tens.Comp. Chords Tens. Comp.
A - B 59 -151 B - C 0 -26
C&C Dist a: 3.00 ft
Max Web CSI: 0.247
Loc. from endwall: not in 9.00
Wgt: 22.4 Ibs
I
GCp!: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15 I
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A- E 33 - 31 E- D 0 0
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Purlins
B - E 396 -298
In lieu of structural panels or rigid ceiling use purlins
I
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 81 0.00 6.73
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOW
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TD
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the pi
responsibility for the design of the single Truss.depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for ai
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the
use of the 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
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities an(
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is N
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C—daht 0 201fi A-1 Rmf Tniasev — Renmdurlinn of this d--ril. in env form. ix nmhihited u Hh.,t the wdhen nnrmi. Inn of A-1 Rmf Tnrecev.
!DGMENT" form.
only Alpine
assional engineednE
Manuel Martinez, P.E.
Building Is the
047182
)D and any field
a practices and
4620 ParkView Dr
uties of the Truss
r the
St Cloud, FL 34771
3/16/2020 HIP/ KING JACK (TYPICAL) STDL 01.0
�A-1 ROOF
= TRl156E9
A FLORIDA CORPORATION
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL. 34946
(772)409-1010
ATTACH END JACKS USING (4)
0.131" 0 TOE NAILS AT TOP
CHORD & (3) 0.131" 0 TOE
NAILS AT BOTTOM CHORD.
ATTACH KING JACK USING
(3) 0.131" 0 TOE NAILS AT
TOP CHORD & 24" STRAP
USING (6) 1 Od X IY' AT EACH
END OF BOTTOM CHORD.
ATTACH CORNER JACKS USING
(2) 0.131" O TOE NAILS AT TOP &
BOTTOM CHORDS (TYP).
CORNERSET GENERAL SPECIFICATIONS:
MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60,
MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT.
Manuel Martinez, P.E.
# 047182
4620 ParkUew Dr
FEBRUARY 17, 2017 1 ALTERNATE GABLE -END BRACING DETAILI I STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772 409-1010
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 0
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) - 16d NAILS (MIN.).
' l PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\ I EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
10d NAILS AT EACH END.
DIAGONAL BRACE TO BLOCKINGACH WITH
I(5) - 10d COMMON WIRE NAILS.
I
END WALL
CEILING SHEATHING
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: i
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE STRUCTURAL
OF THE STRUCTURAL GABLE AND FASTEN PER THE I GABLE TRUSS
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' •
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d '
(.131'X3') NAILS SPACED 6. O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUSf
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL ••
BRACING METHODS SHOWN ON PAGE 1 ARE VALID li
AND ARE TO BE FASTENED TD THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD
I
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 ONLT.
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
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
12/23/19 PIGGY -BACK TRUSS STDTL04.1
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
PIGGY -BACK DETAIL (TYPICAL)
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
OR...
160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
IMPORTANT NOTE:
TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY
BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL
PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY
RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS.
MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C.
DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA,
STEEPLE, CHIMNEY OR DRAG STRUT LOADS.
**REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE
TRUSS SPECIFICATIONS.**
PIGGY -BACK TRUSS. (REFER
TO ACTUAL TRUSS DESIGN
DRAWINGS FOR ADDITIONAL
INFORMATION.)
OPTION NO. 1 - TEE-LOK
3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED
AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO
PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM
EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH
6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE
MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8"
TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2
PLATES).
OPTION NO.2 - APA RATED GUSSET:
8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS
EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d
COMMON (0.1 13" x 2") NAILS PER GUSSET: 4 (EACH) AT
CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP
CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C.
FRONT TO BACK FACES. MINIMUM TWO (2 EA.)
CONNECTIONS AT EACH TRUSS.
OPTION NO.3 - 2X4 VERTICAL WOOD SCAB:
2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE.
ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128"
x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND
3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE
STAGGERED 4'-0" O.C. FRONT TO BACK FACES.
MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS.
OPTION # 1: TEE-LOK MULTI -USE
CONNECTION PLATE.
OPTION #2: APA RATED GUSSET.
OPTION #3: 2X4 VERT. SCAB.
ATTACH EACH PURLIN TO TOP
CHORD OF BASE TRUSS. PURLIN
& CONNECTIONS BY OTHERS.
BASE TRUSS. (REFER TO TRUSS
DESIGN DRAWINGS FOR
ADDITIONAL INFORMATION.)
PURLINS SPACED ACCORDING
TO MAX. SPACING OF TOP
CHORD OF BASE TRUSS.
SPACING IS NOT TO EXCEED 24"
O.C. & PURLINS TO BE LOCATED
AT JOINT OF EACH BASE TRUSS.
** IMPORTANT NOTE **
THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES
SPACED AT 24" O.C. OR LESS.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
JULY 17, 2017
TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409.1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
GENERAL SPECIFICATIONS:
i
1. NAIL SIZE = 3' X 0.1311" = 10d
2. WOOD SCREW =4.5" SDS25412 SIMPSON OR
EQUIVALENT. 1
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL "A".
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS - 01.
GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
TRUSS, OR GIRDER l
TRUSS 1
DETAIL A
BASE TRUSSES
-t tNu, GUMMVIV
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PERASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT= 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O,C. (BASE AND VALLEY)
SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
SIMPSON SDS25412 (1/4" X 4.5")
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
I
I
i
i
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL
STDTL06
�i GENERAL SPECIFICATIONS:
�.i
1. NAIL SIZE = 3" X 0.131" =10d
�
2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
s TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01.
4451 ST. LUCIE BLVD. GABLE END, COMMON
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
FORT PIERCE, FL 34946
772-409-1010 TRUSS, OR GIRDER
TRUSS
SECURI
W/(
VALLEY TRUSS y II I i II II II BASE TRUSSES
(TYPICAL) IINi
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P r2 VALLEYTRUSS TRUSS
�\ (TYPICAL)
SEE DETAIL "A"
BELOW (TYP.)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEANROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS #2
MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/ TWO
MAX SPACING = 24" O.C. (BASE AND VALLEY)
SIMPSON SDS25300 (1/4" X 3")
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
OR EQUIVALENT WOOD
SCREWS INTO EACH BASE
TRUSS.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
J U LY 17 2017 ' ' x %0 %w %0 ` V v " "" ' "" "" ""
' (HIGH WIND VELOCITY) STDTL07�
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-1
WIND DESIGN PER ASCE 7-10: 170 MPf
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24" O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY uivu rm Vr, L� r 1 R000=0 IVIUJ 1 0c
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.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAYBE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6/12 PITCH
i
NON -BEVELED
BOTTOM CHORD
0
o�0
CLIP MUST BE APPLIEDITO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
I
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 17, 2017
STANDARD GABLE END DETAIL
STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409.1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' O.C.
VERT
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUDPBRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' D.C.
(2) lOd NAILSINTO
2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0. O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
* TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM, ROOF
B 3X4= PLYWOOD SHEATHING TO 1 SHEATHING
2X4 STD SPF BLOCK
*
DIAGONAL BRACING ** L - BRACING REFER �I
I V /
rl/
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:1.
/
2.
MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
CONNECT
(2) - 10d
ON BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX.
NAILS
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
-
4.
SYSTEM.
'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
/
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
TRUSSES 12 24' O.C.
S.
DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT4'-0'D.C.
6.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
SPACED 48. O.C. ATTACHED
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
__, TO VERTICAL WITH (4) -
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TD SECTION A -A)
;" 16d NAILS, AND ATTACHED
7.
GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240.
TO BLOCKING WITH (5) -
B.
THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE
10d NAILS.
S.
DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10.
10d AND 16d NAILS ARE 0.131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS
HORIZONTAL BRACE
RESPECTIVELY.
(SEE SECTION A -A)
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
2X4 SP #31 STUD
12" O.C.
3.8-10
5-6-11
6.6-11
11-1-13
2X4 SP #31 STUD
16" O.C.
3-3-10
4-9.12
6-6-11
9-10-15
2X4 SP #31 STUD
24" O.C.
2.8.6
3-11-3
5-4-12
8.1-2
2X4 SP 42
12" O.C.
3.10-15
5-6-11
6-6-11
11-8-14
2X4 SP 42
16" O.C.
3-6-11
4.9.12
6.6-11
10-8-0
2X4SP#2
24'O.C.
1 3.1-4
3.11-3
6-2-9
9.3.13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6. O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B OR C
ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
END WALL
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 17, 2017 I WITH 2X BRACE ONLY L I STDTL09
NOTES:
T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER BOY OF WEB LENGTH.
i
THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
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)
NAILS
SPACING
BRACE
,I
SIZE FOR ONE -PLY
I
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2X6
2X6 T—BRACE
2X6 I —BRACE
2X8
II 2X8 T—BRACE
2XB I —BRACE
BRACE
it
SIZE FOR TWO-PLY
TRUSS
SPECIFIEDI CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
�i 2X4 T—BRACE
2X4 [—BRACE
2X6
12X6 T—BRACE
2X6 I —BRACE
2X8
2X8 T—BRACE
I
2X8 I —BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
i
I
NAILSI NAILS
i
WEB
I
NAILS WEB
I
I -BRACE T-BRACE
SECTION DETAIL %nuel Martinez, P.E.
# 047182
4620 ParkVieW Dr
FEBRUARY 17, 2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772-409-1010 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 (DO NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d
TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL
- I BWITH LS )Od
(01313X 3' NAILS
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')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - Sod NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
TRUSS 21
6 4' - D' WALL
STRONGBACK (TYPICAL SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIA.)
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
FEBRUARY 17, 2017
LATERAL TOE -NAIL DETAIL
STDTLI I
+ _.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772.409-1010
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 END 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.
I
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
BB.D
80.6
69.9
68.4
59.7
o
.135
93.5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
c�
.131
75.9
69.5
60.3
59.0
51.1
Z
0
.148
81.4
74.5
64.6
63.2
52.5
in
N
IM
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 845 (LB/NAIL) X 1.15 (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.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
I
I
I
I
I
I
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
I'
45.00'
SIDE VIEW
(2X6) 4 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.000
P.E.
# 047182
4620 ParkVew Dr
f" •
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
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
OF
HF
SPF
SPF-S
0
Z
O
J
.131
59
46
32
30
20
.135
60
48
33
30
20
•
Lr)
('7
.162
72
58
39
37
25
J
_
F-
Z
LU
J
J
Z
JO
Lo
N
.128
54
42
28
27
19
.131
55
43
29
28
19
.148
62
48
34
31
21
Q
Z
�
.120
51
39
27
26
17
Z
O
.128
49
38
26
25
17
131
51
39
27
26
17
M
.148
57
44 -
31
1 28
20
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 END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
+++ USE (3) TOE -NAILS ON 2X4 BEARING WALL
+:s USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S,
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
""- Duel Martinez, P.E.
# 047182
SIDE VIEW END VIEW 4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 5, 2016
TYP 2x2 NAILER ATTACHMENT I I STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
"I.0X4
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.
I
Manuel Martinez, P.E.
# 047182
4620 ParkVew Dr
St Cloud, FL 34771
April 11, 2016
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
STDTL14
A-1 ROOF'TRUSSES
4451 ST-LUCIE.BLVD,
FORT PIERCE, FL 34946
772-409A,Q10
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES [:�:�
(4) 12d
MAX 30" (2'-6")
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
A-i ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409.1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
(INCHES)
MAXIMUM FORCE!(LBS) 15% LOAD DURATION
SP
DF
SPF
HF
2X4
2X6
2X4
2X6
2X4
1 2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
12342
1320
1980
1352
2028
26
39
30'
2194
3291
2007
13011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
1,3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
14350
2451
3677
2511
3767
44
66
Q.
3657
5485
3346
5019
i
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 .2X41 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' O.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
I
I
I
i
BREAK
•10d NAILS NEAR SIDE
+ 10d NAILS FAR SIDE
6' MIN
I
THE LOCATION OF THE BREAK MUST BE GREATER
THE REQUIRED X DIMENSION FROM ANY PERIMETER
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT
DO NOT USE REPAIR FOR JOINT SPLICES
1
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 ENO 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.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
4
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THAN OR EQUAL TO
BREAK OR HEEL JOINT
(SEE SKETCH ABOVE).
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
F
FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL16
F-
X1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X6
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' O.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 AND LUMBER GRADES
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr