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* NOTE: ALL TRUSS TO WALL AND/OR TRUSS TO
LEDGER CONNECTIONS BY BUILDER.
(UNLESS NOTED OTHERWISE)
* NOTE: ALL CEILING DROPS BELOW BEAM ARE
°
BY BUILDER. (UNLESS NOTED OTHERWISE)Cn
* NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW
r
TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING
DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL
y
STABILITY OF THE ENTIRE STRUCTURE. REFER TO THE
INDIVIDUAL TRUSS ENGINEERING DRAWINGS FOR
o
GRAVITY AND UPLIFT LOADS.
WO
FOR BRACING & ERECTION DETAILS REFER TO BCSI-03
Q
AND/OR ENGINEER OF RECORD.
a
REPRESENTS THE LEFT SIDE
OF EACH TRUSS DRAWING
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( NOTE: REFER TO SIMPSON CONNECTOR
ami
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CATALOG FOR INSTALLATION DETAILS)
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* NOTE: LSTA STRAP
INDICATED TO BE USED IN
❑
00
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CONCORDANCE WITH
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LOADING
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LIVE LOAD
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DEAD LOAD
10
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ENCLOSED
TOTAL LOAD
40
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N
DURATION FACTOR
1.25
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TPI 2014
O
REV
DATE
BY
REMARKS
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It is understood that above [:]APPROVED
conditions have been reviewed &
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are acceptable for the fabrication ❑ APPROVED AS NOTED
at trusses, elevations, pitches,
a)
overhangs, fascias,ceiling ❑ REVISE AND RESUBMIT
N
elevations/pitches, bearing
conditions & all detail pertaining ❑ REJECTED
to this truss placement plan. No
back charges will be accepted
without previous written approval DATE
Or -
from an A-1 Roof Trusses
E
representative. REVIEWED BY
c
PLAN DATE
ARCH: --/--/----
STRUCT:--/--/----
m
CUSTOMER
ASSOCIATED BUILDERS
O
a)
to
JOB NAME
DOTY AND BROWN RESIDENCE
41
.n
OPTION(S)
7
t
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COMMUNITY
6013 SPRUCE DRIVE
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/ LOT #
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CITY
FORT PIERCE
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ST. LUCIE
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_
TYPE
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JOB #
86889
MASTER
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DRAWN
SCALE
DATE
7/15/21
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4451 St Lucie Blvd �-
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Fort Pierce, FL 34946 o
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4451 ST. LUCIE BLVD -"
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
BUILDER: ASSOCIATED HOMES
PROJECT: DOTY BROWN RESIDENCE
COUNTY: ST LUCIE
LOT/BLK/MODEL: DOTY BROWN RESIDENCE
JOB#: 86889
MASTER#: B55554
OPTIONS: NO OPTIONS
'Cj
RE: Job 86.889
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
A-1 Roof Trusses
4451 St Lucie Blvd
Site Information' Fort Pierce, FL 34946
Customer Info: ASSOCIATED HOMES INC. Project Name: DOTY & BROWN RESIDENCE
Lot/Block: Model:
Address: 6013 SPRUCE DRIVE, FORT PIERCE, 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 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-16 Wind Speed: 160
Roof Load: 40.0 psf Floor Load: 0.0 psf
This package includes 57 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
3207
A01 G
7/20/21
13
3076
A13
7/20/21
25
3145
C04
7/20/21
2
2973
A02
7/20/21
14
3091
A14
7/20/21
26
3094
CJ1
7/20/21
3
2532
A03
7/20/21
15
3213
A15G
7/20/21
27
3097
CAE
7/20/21
4
3045
A04
7/20/21
16
3182
A16G
7/20/21
28
3100
CJ3
7/20/21
5
2535
A05
7/20/21
17
3210
A17G
7/20/21
29
3103
CJ3C
7/20/21
6
3051
A06
7/20/21
18
2589
B01 G
7/20121
30
3219
CJ5
7/20/21
7
3054
A07
7/20/21
19
2523
B02
7/20/21
31
3109
CJ5C
7/20/21
8
13057
A08
7/20/21
1 20
12526
B03
7/20/21
32
13112
CJ7
7/20/21
9
3060
A09
7/20/21
21
2529
B04G
7/20/21
33
3173
D01 G
7/20/21
10
3063
A10
7/20/21
22
3216
C01 G
7/20/21
34
3118
D02
7/20/21
11
3066
All
7/20/21
23
3139
1 CO2
7/20/21
35
3158
1 D03
7/20/21
12 ,
3069
Al2
7/20/21
24
3142
1 CO3
7/20121
36
3170
1 HJ3E
7/20/21
the truss drawing(s) referenced have been prepared byAlpine Engineered Products, Inc. under mydifectsupervision based.on the parameters provided byA 1 Roof Trusses, Ltd.
Truss Design Engineer's Name: Ryan Bays
My license renewal date for the state of Florida is February 28,2023.
NOTE: The seal on these drawings indicate acceptance of professional engineering
responsibility solelyforthe truss components shown.
The suitability and use of components forany particularbuild ing is the responsibility of the building
designer, perANSI/rPI-1 Sec. 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
documents (also referred to at times as'Structural Engineering Documents) provided by the BuadgAfj
Designer indicating the nature and characterof the work C
The design criteria therein have been transferred to Ryan Bays PE by [Al Roof Trusses orspecific
location]. These TDDs (also referred to at times as'Structural Delegated'
Engineering Documents) are specialty structural component designs and may be part of the project
deferred or phased submittals. Asa Truss Design Engineer(I.e., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professional engineering
responsbilityforthe design of the single Truss depicted on the TDD only. The Building Designeris.
responsible forand shall coordinate and review the TDDs for _..._
compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes:
11
Ryan.Bays, P.E.
4451 St Lucie Blvd. Suite 201
Fort Pierre, FL 34946
M Bays
Page 1 of 2
RE: Job 86889
No.
Seq #
Truss Name
Date
37
3193
HJ7
7/20/21
38
3179
HJ7C
7/20/21
39
3176
HJ8
7/20/21
40
3148
J3E
7/20/21
41
3127
J7
7/20/21
42
3161
J713
7/20/21
43
3124
RC
7120/21
44
13202
J8
7/20/21
45
3130
J8C
7/20/21
46
2551
V03
7/20/21
47,
2552
VO4
7/20/21
48
2553
V07
7/20/21
49
2554
V08
7/20/21
50
2555
V11
7/20/21
51
2556
V12
7/20/21
52
2558
V16
7/20/21
53
12559
V20
7/20/21
54
2560
VM02
7/20/21
55
2561
VM04
7/20/21
56
2562
VM06
7/20/21
57
2563
VM08
7/20/21
58
STDL01
STD. DETAIL
7/20121
59
STDL02
STD. DETAIL
7120/21
60
STDL03
STD. DETAIL
7/20/21
61
STDL04
STD. DETAIL
7/20/21
62
STDL05
STD. DETAIL
7/20/21
63
STDL06
STD. DETAIL
7/20/21
64
STDL07
STD. DETAIL
7/20121
65
STDL08
STD. DETAIL
7/20/21
66
STDL09
STD. DETAIL
7/20/21
67
STDL10
STD. DETAIL
7/20/21
68
STDL11
STD. DETAIL
7/20/21
69
STDL12
STD. DETAIL
7/20/21
70
STDL13
STD. DETAIL
7/20/21
71
STDL14
STD. DETAIL
7/20/21
72
STDL15
STD. DETAIL
7/20/21
73
STDL16
STD. DETAIL
7/20/21
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Ryan Bays, P.E.
#< 1231
4451 St. Lucie Blvd, Suite 201
Page 2 of 2 Fort Pierce, FL 34946
Job: Truss Truss Type Qty Ply 07/20/2021
86889Y I A01 G I HIPM I 12 I Seal #: 3207
56# 56# 224# 224# 224# 224
+ 56#+ + 2241 + 2241 + 224#+ + 224V 23 0 8,
i 77-15/16"
21'11-15/16"
m1.5X3 m3X4 t=3X6 1-5X8
�I
N
of
'v
)(A5R)
sa`nc 1I
SEAT PLATE REQ.
29'11-15/16°
22'4'
P3116 2, 2, -+�'- 2, � 2, �- 2, � 2, �- 2, 4t 2, -+�'- 2, --+'�' 2^0-5/8" i
275# 27 275# 147 147# 147 147# 147 147# 147ii 1109#
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 0.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing:, 24.0 "
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 2400f-2.OE + SP M-31:;
T3 2x4 SP #2;
Bot chord: 2x6 SP #2; B3 2x6 SP 2400f-2.OE;
Webs: 2x4 SP #3; W2,W4 2x4 SP M-30;
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1) 1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 62 plf at 0.00 to 62 plf at 30.92
BC: From 20 plf at 0.00 to 20 plf at 30.00
TC: 56 lb Conc. Load at 1.93, 3.93, 5.93
TC: 224 lb Conc. Load at 7.93, 9.93,11.93,13.93
15.93,17.93,19.93, 21.93
TC: 399 lb Conc. Load at 21.99
BC: 275 lb Conc. Load at 1.93, 3.93, 5.93
BC: 147lb Conc. Load at 7.93, 9.93,11.93,13.93
15.93,17.93,19.93
BC: 1109 lb Conc. Load at 21.99
Hangers / Ties
(J) Hanger Support Required, by others
Deflection
Max JT VERT DEFL: LL: 0.221' DL: 0.23".
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Pf.- NA Ce: NA
VERT(LL): 0.225 C 999 360
Lu: NA Cs: NA
VERT(CL): 0.453 C 791 240
Snow Duration: NA
HORZ(LL): 0.050 A - -
HORZ(TL): 0.101 A - -
Building Code:
Creep Factor. 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.857
TPI Std: 2014
Max BC CSI: 0.703
Rep Fee: No
Max Web CSI: 0.699
FT/RT:10(0)110(10)
Weight: 354.2 lbs
Plate Type(s):
IVIEW Ver: 21.01.01A.0521.20
wnvF
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 0.00 22.00
BC 94 0.00 7.81
BC 120 7.81 29.85
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 end vertical exposed to wind pressure. Deflection
meets U360.
Wind loading based on both gable and hip roof types.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
M 3929 /- /- /- /1763 /-
F 3917 A /- /- /1706 P
Wind reactions based on MWFRS
M Brg Width = - Min Req = -
F Brg Width = 8.0 Min Req = 1.6
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 1980 -4401 D - E 1857 -4243
B - C 1959 -4351 E - F 1755 -3994
C - D 1856 -4242 F - G 13 -8
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
M-K 34 -16 I-H 3WO -1549
L - J 126 - 60 H - F 3533 -1546
J -1 126 - 60
Maximum Web Forces Per Ply (Ibs)
Webs ,Tens.Comp. Webs Tens. Comp.
A - M
805 -1719
K -1
4196 -1840
A - K
4649 -2090
C -1
534 -692
B - K
392 -520
1- E
877 -425
K-L
176 0-
H-E
712 -99
K-C
91 -90
**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
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
Ryan Bays, P.E.
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
# 91231
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
g451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Conv rsht 0) 2016 A-1 Rool rn-- Renrodudino of this domtmnnt. in anv forth. La nmhihited without the written nnrrnicUnn of A-1 Roof Totccea
Job: Truss Truss Type City Ply 07/20/2021
86889 I A02 I HIPS 1 1 Seal #: 2973 c
1'11-15/1
12
6 005X6 1111.5X3
B C
i— 77-15/16"
oading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
CLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
CDL: 10.00
Speed: 160 mph
Pf. NA I Ce: NA
CLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
CDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: B Kzt: NA
es Ld: 40.00
Mean Height: 25.00 ft
CBCLL: 10.00
TCDL: 5.0 psf
Building Code:
offit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
)ad Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
pacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 2.00 20.00
BC 94 0.00 7.81
BC 75 7.81 21.40
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.
Left end vertical exposed to wind pressure. Deflection
meets U360.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
18, _I 1-4a/8-
=3X6 =3X4 4Z5X6
D E F
F3t{56Tir-W
III1.5X3
=— Xn IIBX6(R)
13'8-7/8"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L/#
Gravity
Non -Gravity
VERT(LL): 0.038 C 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
VERT(CL): 0.078 C 999 240
L 881 /- /-
/454 /329 /125
HORZ(LL): 0.014 B - -
H 881 /- /-
/451 /347 /-
HORZ(TL): 0.028 B - -
Wind reactions based on
MWFRS
Creep Factor. 2.0
L Erg Width = -
Min Req = -
Max TC CSI: 0.538
H Erg Width = -
Min Req = -
Max BC CSI: 0.670
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.967
Chords Tens.Comp.
Chords Tens. Comp.
Weight: 141.4 Ibs
A - B 143 -88
D - E 1122 -1165
B-C 1128 -1174
E-F 854 -915
VIEW Ver: 21.01.01A.0521.20
I C - D 1122 -1165
F - G 25 -19
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
L - J
378 -421
1- H
217
-206
K-1
19 -38
Maximum Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Camp.
A-L
111 -71
J-1
929
-816
L - B
825 - 824
E -1
742
-578
B - J
961 -854
1 - F
902
-792
C - J
532 -389
F - H
768
-807
J-K
85 0-
G-H
41
-43
J - E
280 -298
-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
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
Ryan Bays, P.E.
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
# 91231
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
4451 St Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
r nvnaht 0 2m16 A-1 Ronf Tniss, sc — Ranmdnrlion of thin doarment. in anv form. is nrohihhad without thn w ffnn nwmiscinn of A-1 Roof Tnissm
Job: Truss Truss Type ' Qty Ply 07/20/2021
86889b I A03 I HIPS I I I Seal #: 2532
A#1
ling Criteria (psf)
L: 20.00
L: 10.00
L: 0.00
iL: 10.00
Ld: 40.00
ICLL: 10.00
t: 0.00
I Duration: 1.25
;ina: 24.0 "
U
3'11-15/16"
12 esSX6
fi I B
14' 3'4-7/8" --1
III1.5X3
C
sz5X6
D
11
"ionotrt) =ono mono � wonatrt)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
B2 2x4 SP M-30;
Webs: 2x4 SP #3;
Rt Bearing Leg: 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)
TC 24 4.00 18.00
BC 120 0.00 21.11
Apply purins 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.
Left end vertical exposed to wind pressure. Deflection
meets L/360.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
21'4-13/16"
21'1-5/16"
11
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.028 C 999 360
Loc R+ / R- / Rh / Rw / Ll / RL
J 876 /- P /457 /235 /188
Lu: NA Cs: NA
VERT(CL): 0.058 C 999 240
Snow Duration: NA
HORZ(LL): 0.009 B - -
F 882 P P /458 /256 P
HORZ(TL): 0.018 B - -
Creep Factor: 2.0
Wind reactions based on MWFRS
J Brg Width = - Min Req = -
Building Code:
FBC 7th Ed. 2020 Res.
Max TIC CSI: 0.709
F Brg Width = - Min Req = -
TPI Std: 2014
Max BC CSI: 0.742
Maximum Top Chord Forces Per Ply (Ibs)
Rep Fac: Yes
Max Web CSI: 0.826
Chords Tens.Comp. Chords Tens. Comp.
A - B 210 -111 C - D 830 -868
FT/RT:10(0)/10(10)
Weight: 135.8 Ibs
Plate Type(s):
B - C 830 -868 D - E 53 -61
VIEW Ver: 21.01.01A.0521.20
WAVE
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
J -1 439 -470 H - G 403 -365
I - H 439 -470
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - J
177 -124
H - D
635 - 501
J - B
738 -797
D - G
768 -810
B - H
591 -442
F - G
805 -646
C - H
696 -511
E - F
1398 -1485
-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 (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
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
Ryan Bays, P.E.
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
# 91231
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
g451 St. Lucie Blvd, Suite 281
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvrinht 0 2016 A-1 Rnnf T - Ranrndndinn M thic d—ment. in anv fnnn. Ia nmhihiMd without tha written ne=[&dnn of A-1 Rnnf Tnic
Job: Truss Truss Type Qty Ply 07/20/2021
86889 A04 I HIPS I 1 I
1
Seal #: 3045
N
'7
n
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
14' i10' i5'4-7/8" --{
v5X6 z3X4 t35X6
F G H
SEAT PLATE REQ.
8'0-1/16" 21'4-13/16"
IV
4 87-9/16" -{ 20'9-5N6" - - i
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1:60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W4 2x6 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)
TC 24 14.00 24.00
BC 75 0.00 8.40
BC 55 8.48 29.41
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.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
29'4-7/8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.090 P 999 360
VERT(CL): 0.195 P 515 240
HORZ(LL): -0.033 E - -
HORZ(TL): 0.074 E - -
Creep Factor. 2.0
Max TC CSI: 0.640
Max BC CSI: 0.992
Max Web CSI; 0.846
Weight: 172.9 Ibs
VIEW Ver: 21.01.01A.0521.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /L1 /RL
O 1777 P /- /1299 /361 /214
J 785 /- /- /425 /184 /-
Wind reactions based on MWFRS _
O Brg Width = 8.0 Min Req =. 2.1
J Brg Width = - Min Req = -
Bearing 0 is a rigid surface.
Bearing O requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 27 0 E- F 499 - 660
B-C 604 -491 F-G 512 -521
C - D 1618 -1368 G - H 504 - 663
D - E 1683 -1363 H -1 501 - 807
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - P 524 -471 M - L 738 -566
P - O 306 -229 L - K 738 -566
N - M 1200 -1466 K - J 14 -10
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - P
489 -442
F - M
218
-183
C - N
873 -1027
- M - G
439
-431
P - N
- 312 -420
G - K
282
-109
N - O
1171 -1770
K - H
146
- 64
N - E
1217 -1834
K -1
704
-410
E - M
1815 -1208
I - J
459
- 752
"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
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'
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C —rinht 0 2016 A-1 Reef Tntccne — Renrnd.,dion of this dormant. in am termi is nmhlbFad without the written nannir Sinn of A-1 Reef Tmscas
Job: Truss Truss Type Qty Ply 07/20/2021
868891 I A05 HIPS 11 .I 1 I Seal #: 2535
16' 6' T4-7/8'
41 5X6
SEAT PLATE REQ.
8'0-1/16' 21'4-13116'
Loading Criteria (psf)
Wind Criteria ,
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 It
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 #2;
Webs: 2x4 SP #3; W4 2x6 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 16.00 22.00
BC 75 0.00 8.40
BC 55 8.48 29.41
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
29'4-7/8"
)w Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
NA Ce: NA
VERT(LL): 0.109 O 926 360
NA Cs: NA
VERT(CL): 0.229 O 439 240
Iw Duration: NA
HORZ(LL): -0.042 E - -
HORZ(TL): 0.091 E - -
Iding Code:
Creep Factor: 2.0
7th Ed. 2020 Res.
Max TC CSI: 0.971
Std: 2014
Max BC CSI: 0.963
1 Fac: Yes
Max Web CSI: 0.689
RT:10(0)/10(10)
Weight: 174.3 lbs
1e Type(s):
VIEW Ver: 21.01.01A.0521.20
1rr
03X4(R)
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /LI /RL
N 1777 /- A /1300 /338 /241
1 785 /- A /425 /165 A
Wind reactions based on MWFRS
N Brg Width = 8.0 Min Req = 2.1
1 Erg Width = - Min Req = -
Bearing N is a rigid surface.
Bearing N requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
A- B 27 0 E- F 453 - 738
B - C 611 -493 F - G 482 -645
C - D 1653 -1364 G - H 460 - 817
D - E ' 1668 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - O 529 -479 L - K 566 -331
O - N 300 -258 K - J 566 -331
M-L 1197 -1443 J - 1 39 -17
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - O
473 -447
F - L
404
-378
C - M
863 -1005
F - J
231
=203
O - M
320 -418
J - G
268
-180
M - N
1097 -1770
J - H
638
- 323
M - E
1168 -1809
H - 1
401
-718
E - L
1809 -1168
"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
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
Ryan Bays, P.E.
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
# 91231
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
g451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Cnnvriaht 0 201A A-1 Ronf Tnicsss — Rennirladinn of this dnniment. in am forth. is nmhihited withnut the written nermissinn of A-1 Rmf Tninsas
Job: Truss Truss Type Qty Ply 07/20/2021
86889 A06 I HIPS I I I Seal #: 3051 : Atc
SEAT PLATE REQ.
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 It
NCBCLL: 10.00
TCDL: 5.0 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W4 2x6 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 18.00 20.00
BC 75 0.00 8.40
BC 75 8.37 29.41
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
2' -i s'a-716"-�
w5X6 ft5X6
G H
214-13116"
20'9-5116°
Defi/CSI Criteria
PP Deflection in loc L/defi L/#
VERT(LL): 0.145 Q 696 360
VERT(CL): 0.326, Q 308 240
HORZ(LL): -0.066 D - -
HORZ(TL): 0.155 H - -
Creep Factor. 2.0
Max TC CSI: 0.635
Max BC CSI: 0.909
Max Web CSI: 0.665
Weiaht: 182.7 Ibs
EW Ver: 21.01.01A.0521.20
r
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /LI /RL
P 1777 /- /- /1294 /316 /267
K 785 /- /- /419 /162 /-
Wind reactions based on MWFRS
P Brg Width = 8.0 Min Req = 2.1
K Brg Width = - Min Req = -
Bearing P is a rigid surface.
Bearing P requires a seat plate.
Maximum Top -Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 27 0 F- G 352 - 685
B - C 604 -492 G - H 361 -551
C - D 1759 -1435 H -1 364 - 696
D - E 1751 -1425 I - J 68 - 80
E - F 1814 -1418
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - Q 524 -472 N - M 420 -231
Q - P 251 -222 M - L 551 -144
O - N 423 -231 L - K 595 -234
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - Q
497 -488
F - M
551
-309
C - O
932 -1094
G - M
205
-130
Q - O
383 - 514
H - L
187
- 26
D - O
165 -244
L - I
199
-180
O - P
1019 -1766
I - K
333
- 808
0-F
1413 -2312
J-K
97
-127
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' farm.
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
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
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvriaht M 2016 A-1 Roof Tnicsas - Renrndudinn of this donrment. In env form. Is nmhihitrd without the written nenni-Ion of A-1 Roof Tnrcces
Job: Truss Truss Type Qty Ply 07/20/2021
86889at A07 SPEC 9 Seal #: 3054
19' + 10'4-7/8" 1
i
G®4x4
N
m1.5X3
T
a
q 1
1
SEAT PLATE REQ.
8' 21'4-7/8'
11-1/
�— 87-9/16'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.6 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2; T2 2x4 SP M-30;
Bot chord: 2x4 SP #2; B3 2x4 SP M-30;
Webs: 2x4 SP #3; W4 2x6 SP 2400f-2.OE;
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 8.40
BC 75 8.37 29.41
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
Wintl loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
29'4-7/8"
0
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.119 O 844 360
VERT(CL): 0.242 O 416 240
HORZ(LL): -0.048 D - -
HORZ(TL): 0.099 D
Creep Factor: 2.0
Max TC CSI: 0.634
Max BC CSI: 0.610
Max Web CSI: 0.777
Weight: 174.3 Ibs
VIEW Ver: 21.01.01A.0521.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / LI / RL
N 1777 /- /- /1288 /307 /281
J 785 /- /- /414 /161 /-
Wind reactions based on MWFRS
N Brg Width = 8.0 Min Req = 2.1
J Brg Width = - Min Req = -
Bearing N is a rigid surface.
Bearing N requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B n 27 0 E- F 1780 -1388
B - C 604 -491 F - G 289 -682
C - D 1702 -1390 G - H 299 - 683
D - E 1706 -1393 H - I 81 - 86
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - O 524 -472 L - K 456 -186
O - N 257 -249 K - J 609 -195
M - L 457 -186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C -'O
475 -472
F - K
413
-235
C - M
893 -1045
G - K
262
-102
O - M
360 -485
K - H
218
-131
D - M
173 -246
H - J
268
-808
M - N
982 -1766
1-1
110
-144
M - F
1346 - 2301
**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
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 Ryan Bays, P.E.
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 # 91231
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 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvdnht 0)2018 A-1 Rnnf Tnissm — Renrndurfinn of this d—ment. in anv form. is nmhihited withnut the written nennissinn of A-1 Rnnf Tmtcec.
N
Job: I Truss I Truss Type
86889 A08 SPEC
Qty Ply 07/20/2021
2 1 Seal #: 3057
s
19,
w3X10 m1.5X4
SEAT PLATE REQ. '
294-7/8'
1t1-1I r 14'3-1/2" 15'1-3/8"
f
- J
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Fig: NA Ct: NA CAT: NA
TCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 28.0 "
C&C Dist a: 3.00 ft
Rep Fac: No
Loc. from endwall: not in 10.33 ft
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
1Af ANIC
Lumber
Top chord: 2x4 SP #2; T1 2x4 SP M-30;
Bot chord: 2x4 SP M-30;
Webs: 2x4 SP #3;
Bracing
(a) Continuous lateral restraint, equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 -0.93 19.00
TC 24 19.00 29.41
BC 109 0.15 14.15
BC 120 14.17 29.41
Apply purins 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.
Wind loading based on both gable and hip roof types.
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.104 K 999 360
VERT(CL): 0.212 K 999 240
HORZ(LL): 0.044 1 - -
HORZ(TL): 0.089 1 - -
Creep Factor: 2.0
Max TC CSI: 0.665
Max BC CSI: 1.000
Max Web CSI: 0.934
Weight: 172.2'lbs
VIEW Ver: 21.01.01A.0521.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /LI /RL
B 1489 /- /- 1900 /275 /328
1 1404 P P /744 /280 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = - Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 30 0 E-F 616 -1525
B - C 704 -2445 F - G 592 -1538
C-D 811 -2438 G-H 87 -108
D - E 840 -2409
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords . Tens. Comp.
B - M 2080 - 692 K - J 2076 , - 630
M-L 25 -4 J - 1 1214 -403
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - M
333 - 560
E - J
486 -1148
C - K
76 -36
F - J
939
-302
M - K
2185 - 730
J - G
247
- 83
K-L
94 0
G-1
561
-1631
K - E
886 - 265
H -1
128
-173
**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
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
Ryan Bays, P.E.
responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1.
C invrinht 0 2016 A-1 Ronf Tniasas - Ranmdurtinn of this domiment. in am form. is nmhihited without tha written narmiasinn of A-1 Roof Tnissec
Job:
86889,
Truss Truss Type
A09 HIPS
Qty Ply 07/20/2021
1 I Seal #: 3060
1818" 8" 16'
SEAT PLATE REQ.
354"
T1/8 141-1/2"
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 28.0 "
C&C Dist a: 3.53 ft
Rep Fac: No
Loc. from endwall: not in 10.33 ft
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE HS
Lumber
Top chord: 2x4 SP M-30; T4 2x6 SP 2400f-2.OE;
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
B1 2x4 SP M-30;
Webs:-2x4 SP #3; W2
2x4 SP #2;
Bracing
(a) Continuous lateral restraint, equally spaced on
member.
Plating Notes
All plates are 3X4 except as noted. t
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 -0.93 19.00
TC 24 19.00 35.33
BC 105 0.15 14.15
BC 108 14.17 33.77
BC 75 29.07 35.33
Apply purins 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.
Wind loading based on both gable and hip roof types.
14'9-3/8" 63-1/8"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.290 N 999 360
Loc R+ / R- / Rh / Rw / Ll / RL
B 1773 /- /- /1052, /373 /322
VERT(CL): 0.593 N 711 240
HORZ(LL): 0.342 K - -
K 1689 /- /- /937 /348 /-
HORZ(TL): 0.699 K - -
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.1
Max TC CSI: 0.847
K Brg Width = 3.5 Min Req = 1.5
Max BC CSI: 0.996
Bearings B & K are a rigid surface.
Bearing B requires a seat plate.
Max Web CSI: 0.768
Weight: 210.0 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 21.01.01A.0521.20
A - B 30 0 F - G 817 -2403
B - C 892 - 3060 G - H 774 - 2434
-
C - D 1016 - 3328 H -1 1179 - 3907
D - E 1048 -3313 I - J 195 -634
E - F 828 - 2315
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - T 2629 - 760 O - M 3577 - 991
T-S 28 -5 N -L 1011 -30
R - Q 2871 - 732 M -1 3476 - 961
Q- P 3573 - 992 L- K 9 - 3
P - O 3573 - 992
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - T
357 - 770
Q - H
667 -1638
C-R
272 0
H-O
441 0
T - R
2764 - 800
N - M
206 -16
R- S
97 0
I- L
225 - 504
R - E
1042 -270
L - J
106 -29
E - Q
489 -1250
J - K
383 -1305
F - Q
1539 -439
"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
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 Ryan Bays, P.E.
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 It 91231
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 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
r:nnvdnht CcJ 201R A-1 Ronf To,-- Renroditntion of this do-innnt. in anv form. is nmhihited without the written nermission of A-1 Roof Tmsses.
Job:
86889
io
m
<0
M
T
Truss
A10
16W
SEAT PLATE REQ.
Truss Type
HIPS
,-5X6 ss5X6
F G
35'4"
Qty Ply 07/20/2021
1 1 Seal #: 3063
14'
1P1/8 14'3-1/2" 14'9-3/8" 63-1/8"
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 40.00 EXP: B Kzt: NA
Mean Height: 25.00 ft
NCBCLL: 10.00 TCDL: 5.0 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 " C&C Dist a: 3.53 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2; T1 2x4 SP M-30;
T4 2x4 SP 2400f-2.OE + SP M-31;
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
131 2x4 SP #2; B2 2x4 SP M-30;
Webs: 2x4 SP #3;
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 16.67 21.33
BC 93 0.15 14.15
BC 110 14.13 34.11
BC 75 29.07 35.33
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.
Wind loading based on both gable and' hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.316 O 999 360
VERT(CL): 0.646 O 11653 240
HORZ(LL): 0.398 K - -
HORZ(TL): 0.813 K - -
Creep Factor: 2.0
Max TC CSI: 0.727
Max BC CSI: 0.987
i
Max Web CSI: 0.904
Weight: 212.8 Ibs
EW Ver: 21.01.01A.0521.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /LI /RL
B 1520 /- /- /906 /332 /247
K 1448 !- /- 1808 /313 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
K Brg Width = 3.5 Min Req,= 1.5
Bearings B & K are a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 26 0 F- G 939 -1974
B - C 931 -2622 G - H 955 -2318
C - D 1130 -2860 H -1 1304 -3560
D - E 1157 -2847 I - J 140 -396
E - F 1262 -2809
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
B - T
2253 -812
O - L
122 -46
T- S
21 - 9
N- M
3095 -1081
R - Q
2018 - 674
M -1
3106 -1081
Q-P
3217 -1125
L-K
10 -4
P-N
3217 -1125
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-T
369 -667
Q-G
610
-118
C - R
250 - 54
Q - H
541
-1303
T - R
2373 -851
O - N
220
-36
E- R
206 -237
H- M
394
0
R- S
82 0
I- L
380
- 837
R-F
1212 -487
L-J
122
-42
F - Q
177 -190
J - K
271
- 803
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 TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn
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
Ryan Bays, P.E.
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
# 91231
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
4451 St Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
C d.ht n 201e A-1 Ronf Tri-- RenrndllrJi- of this dnnrmnnt. in anv form. is nrohihited without tha written n-Ission of A-1 Ronf Tmx-ec
Job:
86889'
Truss
A11
SEAT PLATE REQ.
14'8"
Truss Type
HIPS
5X6
E
8.8"
F
Qty Ply 07/20/2021
1 I 1 Seal #: 3066 �_
12'
-5X6
G
1114X8(R) -3X6 1111.5X3 011.5X4 1113X6
35'4"
T1/8" 18'8-3/4" 10'3-518" 6'3-518"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category:11
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a:.3.53 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60 '
Lumber
Top'chord: 2x4 :SP 2400f-2.0E + SP M-31:
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
Webs: 2x4 SP #3; W9 2x4 SP #2;
Plating Notes
All plates are 3X4 except as noted.
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 14.67 23.33
BC 120 0.15 18.73
BC 120 14.77 34.11
BC 76 29.03 35.33
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.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Fig: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.727 N 580 360
VERT(CL): 1.464 N 288 240
HORZ(LL): 0.486 K - -
HORZ(TL): 0.994 K
Creep Factor: 2.0
Max TC CSI: 0.796
Max BC CSI: 0.919
Max Web CSI: 0.947
Weight: 210.0 ibs
VIEW Ver: 21.01.01A.0521.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1520 /- /- /906 /334 /219
K 1448 /- /- /807 /315 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
K Brg Width = 3.5 Min Req = 1.5
Bearings B & K are a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 F-G 1126 -2210
B - C 1081 -2653 G - H 1185 -2548
C - D 1255 -2732 H - I 1405 -3125
D - E 1280 -2685 I - J 155 -463
E - F 1229 -2372
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - V
2284 - 952
P - O
2389 -1006
V - U
44 - 23
O - M
2818 -1194
U - T
44 - 23
N - L
145 - 60
S - R
2359 - 991
M -1
2672 -1135
T-Q
31 -15
L-K
10 -4
R - P
2389 -1006
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - V
359 - 535
F - O
277
- 385
C-S
171 -56
O-G
856
-314
V - S
2345 - 971
O - H
409
- 704
E - S
839 -303
N - M
180
-47
S-T
189 0
1 - L
448
-711
S - F
190 -210
L - J
166
-60
R - Q
75 - 7
J - K
296
- 929
"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
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
Ryan Bays, P.E.
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
# 91231
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
4451 St Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convrinht Cd 2016 A-1 Rnnf ris-Renrndudinn of this dminnentin anv fnnn. is omhihited withnut the written nwmissinn of A-1 Ronf Tmes
Job:
86889
Truss Truss Type
Al2 I HIPS
J
Qty Ply 07/20/2021
1 1 I Seal #: 3069
12'8' 12'8" 10,
--5X6 III1.5X3 =5X6
D E F
1 =3XE
< amX
SEAT PLATE REQ.
10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Fig: NA Ct: NA CAT: NA
TCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL:, 0:00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA '
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
BuildingCode:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.53 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
1NAtrt:
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP M-30; B3 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)
TC 24 12.67 25.33
BC 118 0.15 35.33
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.
Wind loading based on both gable and hip roof types.
35'4"
'I/CSI Criteria
♦ Maximum Reactions (Ibs)
Deflection in loc Udell L/#
Gravity . Non -Gravity
RT(LL): 0.117 E 999 360
Loc R+ ! R- / Rh / Rw / LI / RL
2T(CL): 0.238 E 999 240
B 1520 /- /- /902 /336 /191
RZ(LL): 0.045 1 - -
1 1448 !- /- /803 1318 /-
RZ(TL): 0.092 1 -
Wind reactions based on MWFRS
ep Factor! 2.0
B Brg Width = 8.0 Min Req = 1.8
< TC CS: 0.518
1 Brg Width = 3.5 Min Req = 1.7
t BC CSI: 0.998
Bearings B & I are a rigid surface.
Bearing B requires a seat plate.
(Web CSI: 0.994
ight: 190.4 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
W Ver: 21.01.01A.0521.20
A- B 26 0 E- F 1204 -2047
B - C 1236 -2686 F - G 993 -1931
C - D 1242 - 2481 G - H 60 - 56
D - E 1204 - 2D47
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - N 2328 -1105 L - K 1638 -774
N - M. 1841 - 897 K - J 1638 - 774
M - L 1841 - 897 J -1 1547 - 722
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Camp.
C - N
257 -353
F - J
165
-45
N - D
590 -139
J - G
260
-18
D - L
333 -'195
G -1
946
-2017
E - L
427 -401
H -1
78
-92
L - F
609 - 319
**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 an5cceptance of the professional engineedn
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
Ryan Bays, P.E.
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
191231
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
g451 St. Lurie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C -driht Q 201R A-1 Root Tnixcr_c — R-rodudinn of thin dnntment. in am inns. is nmhihitnd withrnd tha wMnn nenninsinn of A-1 Rnnf Tmcs
Job: Truss Truss Type Qty Ply 07/20/2021 x
86889V A13 HIPS 1 1 Seal #: 3076 Ac
Y
SEAT PLATE REQ.
1P1/8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B .Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 :
C&C Dist a: 3.53 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18/
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2; T3 2x4 SP M-30;
Bot chord: 2x4 SP M-30; B3 2x4 SP #2;
Webs: 2x4 SP #3;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
(++) - This plate works for both joints covered.
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 27.00
BC 93 0.15 35.33
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.
Wind loading based on both gable and hip roof types.
— 354"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Idling Code:
7th Ed. 2020 Res.
Std: 2014
i Fac: Yes
RT:10(0)/10(10)
e Type(s):
191.5X3
N7X6(R)
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.133 E 999 360
VERT(CL): 0.271 E 999 240
HORZ(LL): 0.036 H - -
HORZ(TL): 0.073 H -
Creep Factor: 2.0
Max TC CSI: 0.942
Max BC CSI: 0.963
Max Web CSI: 0.898
Weight: 183.4 Ibs
EW Ver: 21.01.01A.0521.20
8'4"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /L1 /RL
B 1520 /- /- /896 /513 /168
H 1448 /- /- /797 /485 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
H Brg Width = 3.5 Min Req = 1.7
Bearings B & H are a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 26 0 D- E 1466 - 2355
B - C 1336 -2598 E - F 1466 -2355
C - D 1295 - 2314 F - G 1099 - 2057
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2240 -1178 K - J 1748 - 881
M - L 2022 -1033 J -1 1748 - 881
L - K 2022 -1033 1- H 83 -40
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - M 247 -323 K - F 738 -515
D-M 522 -91 F-I 231 -91
D - K 405 - 368 I - G 1687 - 854
E-K 541 -513 G-H 741 -1377
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Vetify 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
responsibilityfor 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 Ryan Bays, P.E.
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 # 91231
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 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilifies 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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C—Mint M 2016 A-1 Roof To.--- RPnrndnntinn of this dmimenf. in anv form. Is nrohihited withmd thn written nonnission of A-1 Roof Tn—es.
Job: Truss Truss Type Qty I Ply 07/20/2021
86889 A14 I HIPM 1 1 Seal #: 3091
r
4-Zj*
SEAT PLATE REQ.
TIT
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacinp: 24.0 "
9' 26'4"
:5X8 =3X4 =3X6 III1.5X3 =3X4
364"
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.175 D 999 360
Loc R+ / R- ' / Rh / Rw / Ll / RL
B 1520 /- /- /896 /503 /234
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.358 D 999 240
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.051 C - -
1 1448 /- /- /744 1510 P
EXP: B Kzt: NA
HORZ(TL): 0.104 C - -
Wind reactions based on MWFRS
Building Code:
Mean Height: 25.00 ft
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.932
1 Brg Width = 3.5 Min Req = 1.7
BCDL: 5.0 psf
TPI Std: 2014
Max BC CSI: 0.975
Bearings B & I are a rigid surface.
MWFRS Parallel Dist: 0 to h/2
Bearing B requires a seat plate.
C&C Dist a: 3.53 ft
Rep Fac: Yes
Max Web CSI: 0.885
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
Weight: 186.2 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Plate Type(s):
VIEW Ver: 21.01.01A.0521.20
A - B 26 0 E - F 1703 -2672
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2; T1 2x4 SP M-30;
Bot chord: 2x4 SP #2;
Webs: 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 9.00 35.33
BC 68 0.15 35.33
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.
Wind loading based on both gable and hip roof types.
B - C 1416 -2578 F - G 1703 -2672
C - D 1765 -2790 G - H 1120 -1750
D - E 1703 -2672
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - O 2204 -1369 L - K
1819 -1175
O - N 2210 -1367
K - J
1819 -1175
N-M 2210 -1367
J-1
0 0
1
M - L 2808 -1787
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C- O
335 0
L- G
1050 - 649
C - M
707 - 536
G - J
861 -1080
M - D
371 -295
J - H
2135 -1367
D - L
103 -168
H -1
958 -1395
F - L
383 - 379
**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
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
Ryan Bays, P.E.
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
# 91231
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
g451 St. Lucie Blvd, Suite 201
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 wrifing by all parties involved. The Specialty Engineer is NOT the
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convrinht 0 201E A-1 Ronf Tn,--- Renrndnrtirn of this drrument. In arw fnrm. is nmhihited without the written nennissinn of A-1 Rant Tn s
Job: Truss Truss Type City Ply 07/20/2021
868891, I A15G I HIPM I 1 I
2 I Seal #: 3213
4m,
19#p 191# 191# 191# 191# 191# 191# 191# 191# 191# 191# 191# 191# 191# 191#
1i i i i i i i i i 1 i i i i 3114°
1 7' i 284"
SEAT PLATE REQ.
=3X4=4X61111.5X4 =4X4 1[17X6(R)
35'4"
TIT
�- 611-1/2" 1 4" 2' 2' 2' 2' 2' 2' 2' 2 2' 2' 2' 2' 2' 2' �Jy
130 13 130# 13� 130 13� 13 130 130 13� 130 130#
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
rCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
rCDL: 10.00
Speed: 160 mph
Pf. NA Ce: NA
VERT(LL): 0.253 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 3355 /- /- /- /1424 /-
3CLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.508 F 830 240
3CDL: 10:00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.054 C -
1 3702 A /- /- /1618 /-
Des Ld: 40.00
EXP: B Kzt: NA
HORZ(TL): 0.109 C
Wind reactions based on MWFRS
Building Code:
9
VCBCLL: 0.00
Mean Height: 25.00 ft
Creep Factor: 2.0
P
B Brg Width = 8.0 Min Req = 2.0
Soffit: 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.523
1 Brg Width = 3.5 Min Req = 2.2
_oad Duration: 1.25
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0992
.
Bearings B & I are a rigid surface.
Bearing B requires a seat plate:
Spacing: 24.0 "
C&C Dist a: 3.53 ft
Rep Fac: No
Max Web CSI: 0.773
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 4.50 ft
FT/RT:10(0)/10(10)
Weight: 439:6 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Plate Type(s):
VIEW Ver: 21.01.01A.0521.20
A - B 13 -8 E - F 1990 -4583
B - C 1478 -3448 F - G 1990 -4583
Wind Duration: 1.60
WAVE
Lumber
Purlins
C - D 1971 -4557 G - H 1345 -3099
Top chord: 2x6 SP #2;
T1 2x4 SP M-30;
In lieu of structural panels or
rigid ceiling use purlins
D - E 1990 -4583
Bot chord: 2x6 SP #2; B2 2x6 SP 2400f-2.OE;
Webs: 2x4 SP #3;,W4 2x4 SP #2;
Nailnote
Nail Schedule:0.131"xW, min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1) 1/2" bolts may be used for
(2) 0.131"x3", min. nails on !
The Bottom Chord Only.
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -0.93 to 62 plf at 7.00
TC: From 31 plf at 7.00 to 31 plf at 35.33
BC: From 20 plf at 0.00 to 20 plf at 6.96
BC: From 10 plf at 6.96 to 10 plf at 35.33
TC: 71 lb Conc. Load at 6.96
TC: 191 lb Conc. Load at 7.06, 9.06,11.06,13.06
15.06,17.06,19.06,21.06,23.06,25.06,27.06,29.06
31.06,33.06,35.06
BC: 362 lb Conc. Load at 6.96
BC: 130 lb Conc. Load at 7.06, 9.06,11.06,13.06
15.06,17.06,19.06,21.06,23.06,25.06,27.06,29.06
31.06,33.06,35.06
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 35.33
BC 106 0.15 --35.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - O - 3056 -1305 L - K 3201 -1403
O - N 3040 -1303 K - J 3201 -1403
N - M 3040 -1303 J -1 12 - 5
M - L 4597 - 2002
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
O-C
374 -37
F-L
314 -412
C - M
1697 -747
G - J
678 -1186
M - D
368 -485
J - H
3423 -1485
D-L
14 -16
H-I
818 -1711
L - G
1537 - 653
"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 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 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
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.
Cnnvnnht * 2016 A-1 Rnnf Tnisses - R-duc:tion of this damiment, in anv form. is nrohibited withrnrt the written nennissinn of A-1 Roof Toisses.
r
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
Job:
86889
Truss
A16G
Truss Type
HIPM
Qty Ply
1 2
07/20/2021
#: 3182
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Soacino: 24.0 "
T
1s5# ,ss#
I� 4'8-1/4• -t- 2' -n
i 7'
1s5#
6
7'-�I
SEAT PLATE REQ. _ SEAT PLATE REQ.
14'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x6 SP 2400f-2.OE;
T2 2x4 SP 2400f-2.0E + SP M-31;
Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30;
Webs: 2x4 SP #3;
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting:
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at 0.00, to 62 plf at 14.00
BC: From 20 plf at 2.37 to 20 plf at 14.00
TC: 196 lb Conc. Load at 7.06, 9.06,11.06
TC: 191 lb Conc. Load at 13.06
BC: 794 lb Conc. Load at 7.01
BC: 115 lb Conc. Load at 9.06,11.06
BC: 130 lb Conc. Load at 13.06
Plating Notes
All plates a( a 1.5X3 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 4.63 11.63
BC 120 0.31 11.63
BC 32 8.96 11.63
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
11W
I- 47-5/8' 2'0-5/8' 5J72' 2'
794# 11 115# 13
1
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fee: No
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.152 1 999 360
VERT(CL): 0.302 1 543 240
HORZ(LL): 0.097 H - -
HORZ(TL): 0.194 H
Creep Factor: 2.0
Max TC CSI: 0.560
Max BC CSI: 0.129
Max Web CSI: 0.778
Weight: 154.0 Ibs
VIEW Ver: 21.01.01A.0521.20
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
r
T
0
i;
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 1253 !- P P /574 P
J 1787 /- P /- ' [789 P
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
J Brg Width = 8.0 Min Req = 1.5
Bearings A & J are a rigid surface.
Bearings A & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords' Tens. Comp.
A - B 125 -276 C - D 19 -34
B - C 683 -1528
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-I 1501 -673 H-E 1 -10
I - G 1521 -673 G - F 1538 -675
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C -1 407 -29 F - D 172 -231
C - F 688 -1561 F - E 403 - 835
H-G 34 0
a
**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
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
Ryan Bays, P.E.
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
# 91231
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
g451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(In-rinht 0) 2018 A-1 Ronf Tmecr_c - Ranmd.,dion of thin dnmmant. in am form. is nmhihited without the wriMnn narminsion of A-1 Roof Tmxc
Job: Truss
86889.4 A17G
Truss Type Qty Ply 1712012021
HIPM 1 2 Seal #: 3210 �=
I- 7'8-15/16' 6'3-1/16" --j
SEAT PLATE REQ. SEAT PLATE REQ.
14'
2'4-1/2" 8.11-1/2" - 'I' 2'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NC13CLL: 0.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
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: 2x6 SP 2400f-2.OE;
T2 2x4 SP 2400f-2.0E + SP M-31;
Bot chord: 2x6 SP 240bf-2.0E;
Webs: 2x4 SP #3; W2 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @ 3.75" 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
The Bottom Chord Only.
Special Loads
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at 0.00 to 62 plf at 14.00
BC: From 20 plf at 2.37 to 20 plf at 8.13
BC: From 10 plf at 8.13 to 10 pif at 13.71
BC: From 20 plf at 13.71 to 20 plf at 14.00
BC: 3929 lb Conc. Load at 8.13
BC: 881 lb Conc. Load at 10.06
BC: 875 lb Conc. Load at 12.06
Plating Notes
All plates are 7X6(A2) except as noted.
i 5'9-1/16°
Snow Criteria (Pg,Pf in PSF)
Fig: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
2' 1'11-1 /4° -�
3929# 881i 875#
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.175 J 937 360
VERT(CL): 0.346 J 473 240
HORZ(LL): 0.129 1 - -
HORZ(TL): 0.256 1 - -
Creep Factor: 2.0
Max TC CSI: 0.691
Max BC CSI: 0.670
Max Web CSI: 0.938
Weight: 204.4 Ibs
VIEW Ver: 21.01.01A.0521.20
Tray Scab(s)
(2) 2x6x7-10-11 x SP 2400f-2.OE scabs at left end.
Attach one scab to each outer fac&,of chord with:
0.131"x3", min. nails @ 8" oc, Plus additional nail
clusters at: BRG.: (4), heel: (6), 1st panel point: (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)
TC 24 5.37 11.63
BC 120 0.31 11.63
BC 32 8.96 11.63
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 2598 /- /- /- /1135 /-
K ' 4137 /- /- /- /1676 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
K Brg Width = 8.0 Min Req = 1.7
Bearings A & K are a rigid surface.
Bearings A & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 251 - 576 C - D 1558 - 3672
B-C MO -4137 D-E 18 -47
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - J 4068 -1737 1 - F 20 - 64
J - H 3264 -1386 H - G 3362 -1418
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - J
454 -1041
I - H
320 - 80
D - J
2828 -1158
G - E
56 - 88
D - G
1479 - 3477
G - F
805 -1930
**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
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 Ryan Bays, P.E.
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 # 91231
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 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C ,noht * 201fi A-1 Roof 7nj. c .q - R-rhirtinn of this Mcument. in anv form. is nrohihited without the written nentil-Inn of A-1 Rnof Tni-es.
Job: Truss Truss Type Qty Ply. 07/20/2021
86889 B01G I HIPS 1 I 1 I Seal #: 2589 �=
T
fo
lM
_O
i�
1
6'7-1/2"
71 # \'191# 192 192# 1sz7#11920 1s2#j� 19�2#{ 1s1#+ liii#1(j� �1 2' , , 2, � 2' _'1' 4 2- 1!V 'I I` 6'11-7/16" �
=3X4
C__- D T2
17'
m5X6 1113X4 -17X6
E F T3 G
T
qqkqk
, q q q
imibbho-
qm_
-4
saTys A/�
N M L K J
193X3 '=5X6 0-1-10510 =5X12 1113X4
i
30'3-1/2"
P59
307-1/2"-
�- 6'6-15/16" 2 129# 9# + 129# + 1221 � 2' 4"
362# 130# 129# 129# 129# 130#
11
N
N!
4X10(A7R)
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
,
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.255 F 999 360
LOG R+ / R- / Rh / Rw / LI / RL
B 3033 /- /- /- /1508 /-
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.510 F 709 240
BCDL: 10.06
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.060 J - -
H 3003 /- /- P /1485 P
Des Ld: 40.00
EXP: B Kzt: NA
HORZ( TL ) 0.120 J - -
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 25.00 ft
Creep Factor: 2.0
B Brg Width = 3.5 Min Req = 2.5
Soffit: 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.640
H Br Width = 3.5 Min Re 2.1
9 q =
Load Duration: 1.25
BCDL: 5.0 psf
p
MWFRS Parallel Dist: 0 to h/2 '
TPI Std: 2014
Max BC CSI: 0.954
Bearings B & H are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.06 ft
Rep Fac: Varies by Ld Case
Max Web CSI: 0.990
Maximum Top Chord Forces Per (Ibs)
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
Weight: 179.9 Ibs
Tens.
Chords Tens.Comp. Chords Tens. Comp.
A - B 36 -24 E - F 3861 -7322
GCpi: 0.18
Plate Type(s):
VIEW Ver: 21.01.01A.0521.20
Wind Duration: 1.60
WAVE HS
B - C 2870 -5701 F - G 3862 -7324
Lumber
Top chord: 2x4 SP M-30; T2,T3 2x6 SP 2400f-2.OE;
Bot chord: 2x6 SP 2400f-2.OE;
Webs: 2x4 SP #3; W2 2x4 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- 62 plf at -1.30 to 62 plf at 6.62
TC: From 31 plf at 6.62 to 31 plf at 23.63
TC: From 62 plf at 23.63 to 62 plf at 31.55
BC: From 20 plf at 0.00 to 20 plf at 6.58
BC: From 10 plf at 6.58 to 10 plf at 23.67
BC: From 20 plf at 23.67 to 20 plf at 30.62
TC: 71 lb Conc. Load at 6.58,23.67
TC: 191 lb Conc. Load at 6.69, 8.69;10.69,12.69
14.69,15.56,17.56,19.56,21.56, 23.56
BC: 362 lb Conc. Load at 6.58,23.67
BC: 130 lb Conc. Load at 6.69, 8.69,21.56,23.56
BC: 129 lb Conc. Load at 10.69,12.69,14.69,15.56
17.56,19.56
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 6.62 23.63
BC 60 0.15 30.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
1
Wind
Wind loads and reactions based on MWFRS.
Right cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
C - D 3820 - 7256 G - H 2946 - 5855
D - E 3861 - 7322 H - I 26 -.17
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - N
5017 - 2515
L - K
7327 - 3875
N - M
4996 - 2516
K - J
5140 - 2588
M - L
7327 - 3875
J - H
5166 - 2589
Maximum Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
N- C
480 0
K- G
2543 -1484
C - M
2650 -1529
F - K
628 - 804
M - D.
653 - 851
G - J
601 - 37
D-K
22 -6
**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
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
Ryan Bays, P.E.
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
# 91231
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
g451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convdaht C 2016 A-1 Roof To-- Renroduotion of this dnr°rmant. in anv fnon. is nmhibited without the written nermis ion of A-1 Roof To-
Job: Truss Truss Type Qty Ply 07/20/2021
86889 I B02 I HIPS 11 1 I Seal #: 2523 AA
ling Criteria (psf)
_. 20.00
L: 10.00
_. 0.00
L: 10.00
Ld-7 40.00
CLL: 10.00
1: 0.00
Duration: 1.25
:inp: 24.0 "
1- 87-1/2" + 13' 18.81. —{
oi5X8 III1.5X3 =5X8
B C D
4X4(B1)
63 1Ty6
1111.5X3 =3X5=3X8 III1.5X3
30'3-1/2"
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in 'loc Udefl L/#
Gravity Non -Gravity
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.112 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
A 1247 /_ /_ /696 /246 /116
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.232 C 999 240
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.042 F - -
E 1248 /- /- /698 /246 /-
EXP: B Kzt: NA
HORZ(TL): 0.086 F -
Wind reactions based on MWFRS
Building Code:
Mean Height: 25.00 ft
Creep Factor. 2.0
A Brig Width = 3.5 Min Req = 1.5
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.997
E Brg Width = 3.5 Min Req = 1.5
BCDL: 5.0 psf
TPI Std: 2014
Max BC CSI: 0.980
Bearings A & E are a rigid surface.
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.03 ft
Rep Fac: Yes
Max Web CSI: 0.439
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
Weight: 135.8 Ibs
Chords Tens.Comp. Chords Tens. Comp.
A - B 1158 -2078 C - D 1393 -2095
GCpi: 0.18
Plate Type(s):
VIEW Ver: 21.01.01A.0521.20
Wind Duration: 1.60
1A/AN/P
B - C 1393 -2095 D - E 1161 -2082
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)
TC 24 8.62 21.63
BC 92 0.17 , 30.08
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.
Wind loading based on both gable and hip roof types.
n
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -1 1749 - 944 G - F ' 1758 - 918
I - H 1754 - 941 F - E 1753 921
H - G 1754 - 941
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-I 320 0 G-D 411 -383
B-G 417 -385 F-D 321 0
C - G 453 . - 364
"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
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
Ryan Bays, P.E.
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
# 91231
I
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convdnht 6) 2016 A-1 Roof To,.-- RanrodurAinn of this domunant, in anv form. is nrohihited vAthout tha ritt., onrmissinn of A-1 Roof To. cn
Job: Truss Truss Type
86889 I B03 I HIPS
10'7-1/2"
"T1C
Qty Ply 07/20/2021
Seal #: 2526
9' 1 o'B" '
4X4(B1)
=3X4 =3X6 =3X8
Loading Criteria (psi) Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Sid: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 10.00
Speed: 160 mph
Pf. NA Ce: NAl
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psi
BuildingCode:
Soffit: 0.00
BCDL: 5.0 psf
FBC 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: d: 2014
Spacing: 24.0 "
C&C Dist a: 3.03 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2; T2 2x4 SP M-30;
Bot chord: 2x4 SP M-30;
Webs: 2x4 SP #3;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 10.62 19.63
BC 120 0.17 30.08
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 r
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
30'3-1/2"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.086 1 999 360
Loc R+ ! R- / Rh / Rw / U / RL
A 1247 /- /- /702 1244 /142
VERT(CL): 0.176 1 999 240
HORZ(LL): 0.034 G - -
F 1248 !- /- /703 /244 /-
HORZ(TL): 0.070 G - -
Wind reactions based on MWFRS
Creep Factor: 2.0
A Brg Width = 3.5 Min Req = 1.5
Max TC CSI: , 0.690
F' Brg Width = 3.5 Min Req = 1.5
Max BC CSI: 0.980
Bearings A & F are a rigid surface.
Max Web CSI: 0.178
Maximum Top Chord Forces Per Ply (Ibs)
Weight: 141.4lbs
Chords Tens.Comp. Chords Tens. Comp.
A - B 1029 - 2093 D - E 1004 -1824
B - C 1004 -1828 E - F 1032 -2095
VIEW Ver: 21.01.01A.0521.20
C-D 971 -1612
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - I 1775 - 844 H - G 1607 - 741
1- H 1607 - 741 G - F 1779 - 820
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - I 160 -251 G - D 468 -17
C - 1 463 -20 G - E 161 -257
C-G 124 -117
"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 sealon any TDD represents an acceptance of the professional engineerin
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 Ryan Bays, P.E.
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 # 91231
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out the TDD and the practicesend
guidelines of the Building Component Safety Information (BSCI) published by TPland SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Cnnvrinht Q 201R A-1 Rnaf Tnisces — Renrnduntian of this dnarment. In arm fnrm. is nmhihited wifhaut the written nanniscinn of A-1 Rnnf Tnrecec.
Job: Truss Truss Type Qty Ply 07/20/2021
86889� B04G HIPS 1 2 Seal #: 2529
-127-1/2' 5' 12'8-13N 6"
)8R)(1)
E3X8 o6X6 m1-10510 o6X6 13XB
30'3-12"
24' 6'6"
30'6'
f'4-t14 i _ 2, 2,--'�'-- 2,yy 2,- 2,._�.+t� 2, 1'10. 1'0-1 2,._.{�_ 2, �^ 2;�y� 2, �^ 2,�I� 2 ^�^ 2 g 1�.
881#� 8 7851i 78571 785# 785if 7885# 786# 785f1 785if 785A 785if 1404# 14
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 0.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.03 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T2 2x4 SP #2;
Bot chord: 2x6 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Lt Wedge: 2x4 SP #3;
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @ 3.25" 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
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 52 pif at 0.00 to 52 plf at 30.36
BC: From 20 plf at 0.00 to 20 plf at 30.36
BC: From 70 plf at 30.36 to 70 plf at 30.50
PLB: From 30 pif at 12.92 to 30 plf at 17.33
BC: 881 lb Conc. Load at 1.35, 3.35
BC: 785 lb Conc. Load at 5.35, 7.35, 9.35,11.35
13.35,15.19,16.23,18.23,20.23,22.23,24.23,26.23
BC: 1404 lb Conc. Load at 28.23,30.23
Plating Notes
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 10 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Pf: NA Ce: NA
VERT(LL): 0.215 H 999 360
Lu: NA Cs: NA
VERT(CL): 0.448 H 807 240
Snow Duration: NA
HORZ(LL): 0.057 G - -
HORZ(TL): 0.116 G -
Building Code:
Creep Factor. 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.720
TPI Std: 2014
Max BC CSI: 0.698
Rep Fac: Varies by Ld Case
Max Web CSI: 0.867
FT/RT:10(0)/10(10)
Weight: 341.6 lbs
Plate Type(s):
✓E,HSIVIEW Ver: 21.01.01A.0521.20Ver: 21.01.01A.0521.20
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 12.63 17.62
BC 120 0.15 30.50
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Bearing Block(s)
Brg blocks:0.131"x3", min. nails
brg x-loc #blocks length/blk #nails/blk wall plate
2 30.000' 1 12" 4 Rigid Surface
Brg block to be same size and species as chord.
Refer to drawing CNNAILSP1014 for more information.
sN
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 7437 /- /-
/- /1804 P
F 8896 P P
P /1859 P
Wind reactions based on MWFRS
A Brg Width = 3.5
Min Req = 3.1
F Brg Width = 3.5
Min Req = -
Bearings A & F are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 1435 -6381
D - E 1071 -4986
B - C 1071 -4979
E - F 1420 - 6677
C - D 940 -4424
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - K 5664 -1266 I - H 4424 - 940
K - J 5637 -1260 H - G 5910 -1249
J -1 4424 - 940 G - F 5944 -1255
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
K - B
1190 -255
D - H
2O82 -396
B - J
366 -1417
H - E
353 -1727
C - J
2052 - 394
E - G
1426 - 237
"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
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
Ryan Bays, P.E.
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
It 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(:onvrioht ® 2016 A-1 Rnnf T.,--- Ranmdudion of thla dnol-Art. in am fnrm. is nmhihitad without tha writt- nannicaion of A-1 Roof Tn-
Job: Truss Truss Type Qty Ply 07/20/2021
86889 I C01 G I HIPS 11 1 I Seal #: 3216
2629 1911 191+ 191# 262#
7' 7'3-15/16' i 7'0-1/16•-�{
�4X4 eH0308 =4X4
SEAT PLATE REQ. SEAT PLATE REQ.
21'4"
i -1 /& i 1 8,
1"- yl I'� �I
r2'0-5/13 7-1/4°_t 1^7-1/3C i 2'0-5/8"�
493# 13 130# 130Td . 493#
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefi U#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.123 D 999 360
Loc R+ / R- / Rh / Rw / LI / RL
B 2023 /- /- /- /873 /-
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.246 D 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.047 H - -
F 2022 P P P /873 P
Des Ld: 40.00
EXP: B Kzt: NA
HORZ TL : 0.094 H - -
( )
Wind reactions based on MWFRS
BuildingCode:
NCBCLL: 10.00
Mean Height: 25.00 ft
9
Creep Factor. 2.0
p
B, Brg Width = 8.0 Min Req = 2.4
Soffit: 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.603
F Brg Width = 8.0 Min Req = 2.4
Load Duration: 1.25
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.977
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.00 It
Rep Fac: Varies by Ld Case
Max Web CSI: 0.397
Loc. from endwall: not in 4.50 ft
FT/RT:10(0)/10(10)
Weight: 95.2 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 21.01.01A.0521.20
A- B 26 -17 D - E 1426 -3367
Wind Duration: 1.60
WAVE HQ
Lumber
Top chord: 2x4 SP M-30; T2 2x4 SP #2;
Sot chord: 2x4 SP M-30;
Webs: 2x4 SP #3;
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -0.93 to 62 pif at 7.00
TC: From 31 plf at 7.00 to 31 plf at 14.33
TC: From 62 plf at 14.33 to 62 plf at 22.26
BC: From 20 pif at 0.00 to 20 pif at 7.01
BC: From 10 plf at 7.01 to 10 plf at 14.32
BC: From 20 plf at 14.32 to 20 plf at 21.33
TC: 262 lb Conc. Load at 7.01,14.32
TC: 191 lb Conc. Load at 9.06,10.66,12.27
BC: 493 lb Conc. Load at 7.01,14.32
BC: 130 lb Conc. Load at 9.06,10.66,12.27
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 7.00 14.33
BC 67 0.15 ' 21.19
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types
r
B - C 1633 - 3767 E - F 1633 - 3768
C - D 1425 -3366 F - G 26 -17
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - J 3280 -1403 1- H 3597 -1613
J -1 3597 -1613 H - F 3281 -1403
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - J 1042 - 261 D - H 273 - 336
J - D 274 - 337 H - E 1041 - 261
' 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 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 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
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 -I.Int Q 201e A-1 Ronf T.,-- Renmduntinn of thic dmiment. in anv form. Ic nrohihited vAthnut the written nrrrnl clnn of A-1 Rnnf Tin -
Ryan Bays, P.E.
# 91231.
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
Job: Truss Truss Type Qty Ply 07/20/2021
86889i CO2 HIPS 1 1 Seal #: 3139
J
9' 3'3-15/16" 9'
=5X6
D=5X6 T2 E
12
io
6
C?
1.5X3 C F 1.5X3 N
0
M
v �
1
=3X4(A1) B G=3X4(A1)
481166- A H
K J
=3X4 =3X6 =3X4
SEAT PLATE REQ. SEAT PLATE REQ.
21'4"
1 1 �l I
I F
Loading Criteria (psf)
WI iind Criteria
Snbw Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Fig: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
Pf. NA Ce: NA
VERT(LL): 0.066 E 999 360
Loc R+ / R- / Rh / Rw / LI / RL
B 936 /- /- /549 /359 /146
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.177 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.027 D
G 936 /- /- /549 /359 /-
Des Ld: 40.00
EXP: B Kzt: NA
HORZ(TL): 0.071 D
Wind reactions based on MWFRS
BuildingB
Code:
NCBCLL: 10.00
Mean Height: 25.00 ft
Creep Factor: 2.0
Br Width = 8.0 Min Re 1.5
9 q =
Soffit: 0.00
TCDL: 5.0 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.460
G Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.765
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.173
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
\
Weight: 95.2 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 21.01.01A.0521.20
A - B 26 0 E - F 729 -1393
Wind Duration: 1.60
WAVE
B - C 792 -1579 F - G 793 -1580
Lumber
C - D 728 -1393 G - H 26 0
Top chord: 2x4 SP M-30; T2 2x4 SP #2;
D - E 667 -972
Bot chord: 2x4 SP'M-30;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Purlins
Chords, Tens.Comp. Chords Tens. Comp.
B - K 1370 -627 J -1 972 -398
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
K - J 972 -398 I - G 1370 -628
Chord Spacing(in oc) Start(ft) End(ft)
TIC 24 9.00 12.33
BC 120 0.15 21.19
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.
C - K 246 - 307 E - I 455 - 90
Loading
K - D 454 -69 I - F 247 -308
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.
Wind loading based on both gable,and hip roof types.
n
**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
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 Ryan Bays, P.E.
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 # 91231
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 4451 St. Lucie Blvd, Suite 201
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 NOTethe Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
ronvdnht9 2016 AA RonfTni -c— Renrod-Jinn of this di-iment. in anv farm. is nrnhihited withnut fhn wdttxn nnnnissinn of A-1 Roof Tntccec
Job: Truss Truss Type Qty Ply
86889 IC03 (SPEC 2 1
07/20/2021
Seal #: 3142
20
m
=3
aaT1c
SEAT PLATE RED.
WA,
10'S" 1018"
=3X6 =4X6 =3X6
ling Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
L: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
L: 10.00
Speed: 160 mph
Pf: NA Ce: NA
L: 0.00
Enclosure: Closed
Lu: NA Cs: NA
iL: 10.00
Risk Category: II
Snow Duration: NA
EXP: B Kzt: NA
L 40.00
Mean Height: 25.00 ft
�CLL: 10.00
TCDL: 5.0 psf
Building Code:
t: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
I Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
:ing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
1NAl/F
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP M-30;
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 120 0.15 21.19
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.
Wind loading based on both gable and hip roof types.
�7iK11
SEAT PLATE REQ.
PA
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
VERT(LL): 0.049 H 999 360
Loc R+ / R- / Rh / Rw / LI / RL
B 936 /- /- /546 /357 /168
VERT(CL): 0.098 H 999 240
HORZ(LL): 0.017 H - -
F 936 /- /- /546 /357 /-
HORZ(TL): 0.035 H -
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.542
F Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.912
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Max Web CSI: 0.199
Weight: 100.8 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 21.01.01 A.0521.20
A-B 26 0 D-E 577 -1406
B - C 671 -1632 E - F 672 -1633
C- D 577 -1405 F- G 26 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - J 1430 -533 I - H 870 -214
J -1 870 -214 H - F 1431 -534
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - J 303 - 323 D - H 522 -125
J - D 522 -125 H - E 303 - 324
**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
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 Ryan Bays, P.E.
responsibility of the Owner, the Owners 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 # 91231
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 g451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvdaht * 2m16 A-1 Roof Tnicar_c — Renroduotion of thic doarmont. in anv form. in nrnhihited without thn written m minion of A-1 Roof Tmssac.
Job: Truss Truss Type Qty Ply 07/20/2021
86889 ) I C04 SPEC 13 I 1 I Seal #: 3145
to
20
Lo
=3:
aaT�s• t
SEAT PLATE REQ.
W
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft:
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
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;
Webs: 2x4 SP #3;
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 120 0.15 21.15
Apply purlins to any chords above or below fillers
at 24" CC 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.
Wind loading based on both gable and hip roof types.
10'8" i107-1/2"
D 1114X6(R1
=3X4(A1)
191 1
=3X4 =4X6 =3X4
F41195R A
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Fig: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.048 1 999 360
Loc R+ / R- / Rh / Rw / L1 / RL
B 936 /- /- /545 /183 /157
Lu: NA Cs: NA
VERT(CL): 0.098 1 999 240
Snow Duration: NA
HORZ(LL): 0.017 G - -
F 875 /- /- /490 /165 /-
HORZ(TL): 0.034 G - -
Wind reactions based on MWFRS
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.495
F Brg Width = 3.5 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.386
Bearings B & F are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.201
Bearing B requires a seat plate.
FT/RT:10(0)/10(10)
Weight: 100.8 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp: Chords Tens. Comp.
VIEW Ver: 21.01.01 A.0521.20
A - B 26 0 D - E 597 -1411
B - C 654 -1610 E - F 656 -1611
WAVE
C-D 592 -1411
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - I 1405 -551 H - G 866 -252
I - H 866 - 252 G - F 1406 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C -1 286 - 306 D - G 525 -145
I - D 529 -141 G - E 289 - 308
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
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 Ryan Bays, P.E.
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 n Bays,
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 g451 St. Lucie Blvd, Suite 201
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 r Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1.
C rinht 0201a A-1 Roof Tnrese-s—Renroriurtinn of this Malmont. in env fnnn. is nmhihketl vothout the written nermissinn of A-1 Roof Tnisses.
Job:
86889
Truss
CA
Truss Type Qty PIy
JACK 14 1
07/20/2021 -
Seal #: 3094
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: , 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
12
6 C
2X4(A1) B -
LO
4_3n O
A
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: B 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;
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 9 0.15 0.91
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.
Wind, loading based on both gable and hip roof types.
SEAT PLATE REQ.
�5/16� ,
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefi U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): -0.000 D -
HORZ(TL): 0.000 C -
Building Code:
Creep Factor. 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.117
TPI Std: 2014
Max BC CSI: 0.013
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:10(0)/10(10)
Weight: 5.6 lbs
Plate Type(s):
L
EW Ver: 21.01.01A.0521.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /LI /RL
B 149 /- P /123 /62 /42
D 10 /A P /10 /6 P
C - /-14 P /21 /24 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -1
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 B-C 22 -19
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 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 (t.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
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
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lucie Blvd, Suite 2g1
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 isNOT the
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Cnnvdnht Q 2016 A-1 Rant Tn.--- RenrndnMion of this dnntment. in anv form. is omhibited without the wdttrn nermissinn of A-1 Roof Tniss
Job: Truss Truss Type Qty Ply 07/20/2021
86889 I CAE E I JACK 1 4 11 I Seal #: 3097
T
4-3/16"
d
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
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;
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 9 0.15 0.91
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.
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind. '
12
6 [_�- C
77
00
U?
0) LO
N
SEAT PLATE REQ.
�1IA
)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
Iw Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
5/� 6"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell U#
Gravity Non -Gravity
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 149 /- P /132 /63 /42
VERT(CL): NA
HORZ(LL): -0.000 D - -
D 10 P1 P /9 /2 P
HORZ(TL): 0.000 C - -
C - , /-14 P /18 /23 A
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TIC CSI: 0.117
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.013
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Weight: 5.6 Ibs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 21.01.01A.0521.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 B-C 21 -19
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 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 englneerin
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
Ryan Bays, P.E.
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
# 91231
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
4451 St Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnn mht Q 2016 A-1 Rnnf Tniccea — Raornft lbw n/this domiment. In anv fawn. is nmhihited without tha written nennlccinn of A-1 Ronf Tni
Job:
86889
Truss Truss Type Qty Ply 07/20/2021
CJ3 I JACK 112 11 Seal.#: 3100
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
4 I
C
SEAT PLATE REQ.
�11-1/8"_� 2'10-15/16" �{
i Criteria
I Std: ASCE 7-16
A: 160 mph
sure: Closed
Category: II
B Kzt: NA
i Height: 25.00 ft
L: 5.0 psf
L: 5.0 psf
=RS Parallel Dist: 0 to h/2
Dist a: 3.00 ft
from endwall: Any
GCpi: 0.18
1 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 33 0.15 2.91
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.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf- NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
T T
00
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): NA
Loc R+ / R- / Rh / Rw / LI / RL
B 197 /- /- /142 /61 /95
VERT(CL): NA
HORZ(LL): -0.001 D -
D 51 /- A /27 A A
HORZ(TL): 0.001 D -
C 70 A A /41 /60 A
Creep Factor. 2.0
Wind reactions based on MWFRS '
Max TC CSI: 0.172
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.083
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Weight: 11.2 Ibs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 21.01 01A 052120
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 B-C 32 -94
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D -0 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 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
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
Ryan Bays, P.E.
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
# 91231
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
4451 St Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvnnht 0) 2016 A-1 Roof Tna — R—d-lian of this domiment. In anv fnrn. is nmhihitnd without the wridnn n lscinn of A-1 Roof Toiss
Job:
86889,
Truss Truss Type Qty Ply
UK I JACK 12 11
07/20/2021
Seal #: 3103
ling Criteria (psf)
L: 20.00
L: 10.00
L: 0.00
,L: 10.00
Ld: 40.00
CLL: 10.00
t: 0.00
I Duration: 1.25
:ino: 24.0 "
Lumber
t
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
A
co
o�
n
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
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 1 0.15 2.67
BC' 9 2.19 2.91
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.
Wind loading based on both gable and hip roof types.
BE
12
HB 2-15/16"
SEAT PLATE REQ.
1/8" 218-1 2-15116"
210-15/16" -�
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.004 G 999 360
VERT(CL): 0.007 G 999 240
HORZ(LL): -0.003 G - I
HORZ(TL): 0.005 G -
Creep Factor: 2.0
Max TC CSI: 0.173
Max BC CSI: 0.065
Max Web CSI: 0.044
Weight: 14.0 Ibs
Ver: 21.01.01 A.0521.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / LI / RL
B 197 /- P /142 /61 /95
E 39 P /0 /23 /5 P
D 71 /- P /45 /50 P
Wind reactions based on MWFRS
B Brg Width = 8.01 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 C-D 32 -76
B-C 7 -78
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F 5 -18 G-E 0 0
C-G 25 -3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
G-F 48 , -9
"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
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 Ryan Bays, P.E.
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 # 91231
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 g451 St. Lucia Blvd, Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA.
C nvdnht M 2016 A-1 RnnfTnt. arc—R—d-1inn of this dnntm"nt. in anv form. N nmhihit"d withnnt the written n rnircinn of A-1 RmfTntccaa.
Job:
86889
Truss
CJ5
Truss Type Qty Ply
JACK 1 12 1 1
07/20/2021
Seal #: 3219
ling Criteria (psf)
L: 20.00
L: 10.00
L: 0.00
,L: 10.00
Ld: 40.00
,CLL: 10.00
t: 0.00
I Duration: 1.25
:ina: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
4-3„
SEAT PLATE REQ.
11-1/8"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
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 57 0.15 4.91
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.
Wind loading based on both gable and hip roof types.
4'10-15/16"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor. 2.0
Max TC CSI: 0.522
Max BC CSI: 0.279
Max Web CSI: 0.000
Weight: 16.8 Ibs
Ver: 21.01.01 A.0521.20
C
Cn
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /Ll /RL
B 274 /- P /189 /76 /147
D 90 P P /51 /- P
C 131 /- , /- /80 /108 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Beadng B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 B-C 59 -147
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 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
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
Ryan Bays, P.E.
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
11191231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce\FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht C 2n1a A-1 Rnof Tmacea — Ra—chintinn of this dnatment. In am torn. is nmhiheed without the written narmissinn of A-1 Rnnf Tn—
Job:
86889
Truss Truss Type Qty Ply 07/20/2021
CJ5C JACK 2 I Seal #: 3109
Loading Criteria (psf)
TCLL: 20.00'
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacinc: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
D
- T
12
6 p
°0 ga 3X3 C -
m
04
SNI
2X4(A1) B III '2-15/16" co
¢21. A ' " 1
III 1.5X4
SEAT PLATE REQ.
�-1/8nl— 2'8" 1 2-2-15/16" --
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 ft
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 GO) Start(ft) End(ft)
BC 30 0.15 2.67
BC 33 2.19 4.91
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.
Wind loading based on both gable and hip roof types.
I- 4'10-15116"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA -
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fee: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in 'loc Udefl L/#
VERT(LL): 0.046 F 999 360
VERT(CL): 0.092 F 624 240
HORZ(LL): 0.025 G - -
HORZ(TL): 0.050 G - -
Creep Factor. 2.0
Max TC CSI: 0.381
Max BC CSI: 0.160
Max Web CSI: 0.136
Weicht: 19.6 Ibs
Ver: 21.01.01 A.0521.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
LOG R+ /R- /Rh /Rw /U /RL
B 274 /- /- /189 176 /147
E 73 A A /44 /2 /-
D 137 A A 187 1101 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 C-D 61 -106
B-C 0 -112
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F 35 -51 G-E 0 0
C-G 53 -18
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
G-F 58 -16
-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
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
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C n,[WO)201e A-1RnnfTnissr_c—Renmd"rlinn of this dnmrment. in anv form. is nrohihited withnut the written nanniWnn of A-1 Rmf Tnies
Job: Truss Truss Type Qty Ply 07/20/2021
86889 CR JACK 2 1
Seal #: 3112 < A01=
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: , 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
4-3/] 6-
SEAT PLATE REQ.
-1 /8" 6' 10-15/16"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 It
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 6.91
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.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.030 D
Creep Factor. 2.0
Max TC CSI: 0.724
Max BC CSI: 0.511
Max Web _CSI: 0.000
Weiqht: 23.8 Ibs
EW Ver: 21.01.01A.0521.20
C
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 354 /- /- /238 /93 /199
D 129 /- /- /74/-
C 189 /- /- /116 /155 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 B-C 84 -152
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 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
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
Ryan Bays, P.E.
responsibility, of the Owner, the Owners 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
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
_ Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
rnnvdnht a) 016 A-1 Rnnf Tn,-- Ranrnd.,dinn of this dnarment. in anv fnrm. is nmhihaad withnut the wrdtan namiic lnn of A-1 Rnnf Tnn—
Job: Truss Truss Type Qty Ply 07/20/2021
86889, D01 G HIPS 1 1 Seal #: ' 3173
118# 73#
11 3'0-3/4" - t 2' 4 2' t 3'0-3/4"
3' 5' 3' -{
-5X6 =5X6
12 C D
6 p T
2X4(A1)B �EMV4�(All) ofA N
G 1
=3X4
SEAT PLATE REQ.
M
SEAT PLATE REQ.
r - 2'0-3/4"5 i 2'0-3/4 2j
126# 53#
_oading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
rCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefi U#
Gravity Non -Gravity
rCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.026 G 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 777 /_ /_ /_ /361 /-
3CLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.051 G 999 240
36DL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.009 G - -
E 777 /- /- /- /361 /-
Des Ld: 40.00
EXP: B Kzt: NA
HORZ(TL): 0.017 G - -
Wind reactions based on MWFRS
BuildingCode:
VCBCLL: 10.00
Mean Height: 25.00 ft
Creep Factor: 2.0
p
B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00
TCDL: 5.0 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.535
E Brg Width = 8.0 Min Req = 1.5
-oad Duration: 1.25
MWFRS Parallel Dist: 0 to.h/2
TPI Std: 2014
Max BC CSI: 0.975
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
3pacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Varies by Ld Case
Max Web CSI: 0.108
Loc. from endwall: Any
FT/RT:10(0)/10(10)
Weight: 46.2 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 21.01.01A.0521.20
A - B 26 -17 D - E 607 -1197
B - C 607 -1197 E - F 26 -17
Wind Duration: 1.60
WAVE
Lumber
C - D 566 -1291
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Special Loads
B - G 1051 -526 G - E 1051 -526
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -0.93 to 62 plf at 3.00
TC: From 31 plf at 3.00 to 31 plf at 8.00
Maximum Web Forces Per Ply (Ibs)
TC: From 62 plf at 8.00 to 62 plf at 11.93
Webs Tens.Comp. Webs Tens. Comp.
BC: From 20 plf at 0.00 to 20 plf at 3.00
BC: From 10 plf at 3.00 to 10 plf at 8.00
C - G 282 -46 G - D 282 -46
BC: From 20 plf at 8.00 to 20 plf at 11.00
TC: 118 lb Conc. Load at 3.06, 7.94
TC: 73 lb Conc. Load at 5.06, 5.94 -
BC: 126 lb Conc. Load at 3.00, 8.00
BC: 53 lb Conc. Load at 5.06, 5.94
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)
TC 24 3.00 8.00
BC 94 0.15 10.85
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
"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
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
Ryan Bays, P.E.
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
# 91231
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
4451 St Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C daht a) 2016 A-1 Rmf Tnracac - Renradiidinn of this dnannant. in anv in=. ix nmhiNfnd withmd tha writtan nnnni. Ginn of A-1 Rmf Tnrssas
Job: Truss Truss Type
86889 D02 HIPS
Qty Ply 07/20/2021
1 1 Seal #: 3118 <IN
O
(V
11
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
4-3/16"
5'i 1' 5'
:5X6 =5X6
C D
III l .oA:5 III l .0A3
SEAT PLATE REQ. SEAT PLATE REQ.
11'
911
Wind Criteria,
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 It
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 DO) Start(ft) End(ft)
TC 24 5.00 6.00
BC 120 0.15 10.85
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.
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
T
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell L/# -
Gravity Non -Gravity
Pf- NA Ce: NA
VERT(LL): 0.010 H 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 511 /- /- /429 1183 /93
Lu: NA Cs: NA
VERT(CL): 0.018 G 999 240
Snow Duration: NA
HORZ(LL): 0.004 C - -
E 511 P P /302 1167 P
HORZ(TL): 0.008 G - -
Creep Factor: 2.0
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.274
E Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.317
Bearings B & E are a rigid surface.
Rep Fee: Yes
Max Web CSI: 0.066
Bearings B & E require a seat plate.
FT/RT:10(0)/10(1 d)
Weight: 46.2 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 21.01.01A.0521.20
A - B 26 0 D - E 669 -611
B-C 688 -611 E-F 26 0
WAVE
C - D 681 -495
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 491 -507 G - E 491 -511
H - G 495 -518
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 136 -190 G - D 222 -122
**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
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
Ryan Bays, P.E.
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
# 91231
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C ftht W 201E A-1 Rant Tniccac—Renrndudinn of this dmrment. in am fnrm. Is nmhibited withmtl the written nannicuinn of A-1 RnnfTnis n.
Job: Truss
86889) ID03
T
ZD
co
1
Truss Type Qty Ply 07/20/2021 _
COMN 1 1 Seal #: 3158 'Alm
f5'6" } 5'6"
C=4X4
III I .UA,3
SEAT PLATE REQ. SEAT PLATE REQ!
11'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.008 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 511 A /- /428 /170 /99
BCLL: , 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.014 F 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.003 F - -
D 511 P /- /303 /158 P
Des Ld: 40.00
EXP: B Kzt: NA
HORZ(TL): 0.005 F - -
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 25.00 ft
TCDL: 5.0 psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.291
D Br Width = 8.0 Min Re 1.
g q = 5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.196
Bearings B & D are rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.100
Bearings B & D require a seat plate.
Loc. from endwall: not in 4.50 ft
FT/RT:10(0)/10(10)
Weight: 43:4 Ibs
Maximum Top Chord -.Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 21.01.01A.0521.20
A- B 26 0 C - D ' 598 -608
B- C 621 -608 D- E 26 0
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:;
Maximum Bot Chord Forces Per Ply (Ibs)
Webs: 2x4 SP #3;
Chords Tens.Comp. Chords Tens. Comp.
B - F 486 -445 F - D 486 -445
Purlins /
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.
BC 120 0.15 10.85
Apply purlins to any chords above or below fillers
C - F 335 -318
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
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 TOD represents an acceptance of the professional engineedn
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 Ryan Bays, P.E.
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 # 91231
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 g451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
r—rinht 0 201a A-1 Ronf T — Renr d-11 n of thk domiment. in anv form. is nmhihited without the written nor I.Won of A-1 Rmf TnLGcea.
Job: Truss Truss Type Qty Ply
86889 HJ3E I HIP_ 12 11
-6#
�- 2'10-3/16"
4-:f[6-
ling Criteria (psf)
Wind Criteria
L: 20.00
Wind Std: ASCE 7-16
L: 10.00'
Speed: 160 mph
L: 0.00
Enclosure: Closed
iL: 10.00
Risk Category: II
EXP: B Kzt: NA
Ld: 40.00
Mean Height: 25.00 ft
;CLL: 10.00
TCDL: 5.0 psf
t: 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
-Ing: 24.0 "
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;
Special Loads
---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From -0 plf at -1.41 to 61 plf at 0.00
TC: From 2 plf at 0.00 to 2 pif at 4.18
BC: From 2 plf at 0.00 to 2 plf at . 4.18
TC: -6 lb Conc. Load at 1.33
BC: 20 lb Conc. Load at 1.33
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 48 0.15 4.18
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
47
SEAT PLATE REQ.
V21-3/4" -1 4'2-3/16"
C
07/20/2021
Seal-#: 3170
TT
oo
fV
1
1'4" - j
20#
)w Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
NA Ce: NA
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 166 /- P /- /65 P
NA Cs: NA
VERT(CL): NA
1w Duration: NA
HORZ(LL): 0.001 D
D 73 P P /- /2 /-
HORZ(TL): 0.004 D
Creep Factor: 2.0
C 45 /- P P /5 P
Wind reactions based on MWFRS
Iding Code:
7th Ed. 2020 Res.
Max TC CSI: 0.117
B Brg Width = 10.6 Min Req = 1.5
Std: 2014
Max BC CSI: 0.149
D Brg Width = 1.5 Min Req = -
Fee: Varies by Ld Case
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
RT:10(0)/10(10)
Weight: 15.4 Ibs
Bearing B requires a seat plate.
to Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
VE
VIEW Ver: 21.01.01A.0521.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 14 -10 B-C 15 -10
'Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 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 engineering
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
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
r-flnht 0) 2016 A-1 Roof T.,., ¢ - Ranrodurdion of this domimant. in anv torn. iR ornhlhited without tha wriff- narmiacion of A-1 Ronf Tn-
Job: Truss Truss Type Qty Ply
86889 I HR HIP_ 5 11
07/20/2021
Seal #: 3193 A110�12
6#} 141# 262#
i �_- 2'9-7/16"
SEAT PLATE REQ.
1'3-3/4- 1 9'9-5/16"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA,
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf -
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP M-30;
Webs: 2x4 SP #3;
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 3 plf at -1.41 to
61 plf at 0.00
TC: From 2 plf at 0.00 to
2 plf at 9.77
BC: From 2 pif at 0.00 to
2 plf at 9.77
TC: -6 lb Conc. Load at 1.33
TC: 141 lb Conc. Load at 4.16
TC: 262 lb Conc. Load at 6.99
BC: 20 lb Conc. Load at 1.33
BC: 102 lb Conc. Load at 4.16
BC: 180 lb Conc. Load at 6.99
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 116 0.15 9.77
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both,gable and hip roof types.
f -1'4" --t- 2'9.15/16" 2'9-15/16"
20# 102T 180#
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fee: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.017 G 999 360
VERT(CL): 0.034 G 999 240
HORZ(LL): 0.004 F - -
HORZ(TL): 0.009 F
Creep Factor: 2.0
Max TC CSI: 0.516
Max BC CSI: 0.349
Max Web CSI: 0.367
Weight: 40.6 Ibs
Ver: 21.01.01 A.0521.20
D
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 348 /- /- /- /198 !-
E 362 /- /0 /- /138 /0
D 71 /- /- /- 149 /-
Wind reactions based on MWFRS
B Brg Width = 9.8 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 15 -10 C-D 54 -67
B - C 358 - 767
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-G 720 -323 F-E 0 0
G - F 708 - 324
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G- C 241 0 C- F 355, -776
**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
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 any Building is the Ryan Bays, P.E.
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 # 91231
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 4451 St. Lucie Blvd, Suite 201 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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrioht ® 2016 A-1 Rmf Tnrccea - RenmNrnlion of thk dominnent, in am In- ie nmhihitnd without the written nennicainn of A-1 R,mf Tnrccea.
Job:
86889
Truss
HJ7C
Truss Type Oty Ply
MONO 1 1
07/20/2021
Seal #: 3179 c_
-6#} 142#+ 273#
2'9-3/8"
SEAT PLATE REQ.
9'9-5/16"
1'3-3/�- 37-3/4" i61-1/2" �{
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 :SP 2400f-2.OE + SP M-31:;
Bot chord: 2x6 SP 2400f-2.OE;
Webs: 2x4 SP #3; W2 2x4 SP M-30;
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25)
TC: From 61 plf at -1.31 to
61 plf at
1.33
TC: From 31 plf at 1.33 to
31 plf at
6.99
TC: From 61 plf at 6.99 to
61 pif at
9.77
BC: From 10 plf at 0.00 to
10 plf at
6.99
BC: From 20 plf at 6.99 to
20 plf at
9.77
TC: -6 lb Conc. Load at 1.33
TC: 142 lb Conc. Load at 4.16
TC: 273 lb Conc. Load at 6.99
BC: 20 lb Conc. Load at 1.33
BC: 77 lb Conc. Load at 4.16
BC: 145 lb Conc. Load at 6.99
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 42 0.15 3.65
BC 85 2.67 9.77
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
�-- 1'4" --�- 2'9-15/16" -�^ 2'9-15/16"
77#
20# 145#
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf- NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.089 H 999 360
VERT(CL): 0.174 H 663 240
HORZ(LL): 0.029 F - -
HORZ(TL): 0.057 F -
Creep Factor: 2.0
Max TC CSI: 0.253
Max BC CSI: 0.412
Max Web CSI: 0.510
Weight: 56.0 Ibs
VIEW Ver: 21.01.01A.0521.20
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
J 604 /- /- /- /345 /-
F 678 /- /- /- /310 A
Wind reactions based on MWFRS
J Brg Width = 11.3 Min Req = 1.5
F Brg Width = - 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 27 -18 C - D 832 -1753
B-C 530 -1017 D-E 85 -119
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 921 -468 I - G 1639 -772
C - I 1677 -792 G - F 1594 -761
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 730 -1440 D - F 788 -1652
I-H 1039 -519 E-F 97 -141
G-D 509 -121
-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
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
I
Ryan Bays, P.E.
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
# 91231
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
4451 Sr. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convrinht Q MIR A-1 Ronf Tm -- RnnrndurAinn of this domiment. In nnv fnnn. is nmhihited without this written nenniscinn of A-1 Rnnf Tmxs
Job: Truss
86889? 1HJ8
Truss Type Qty Ply 07/20/2021
MONO 1 I 1 I Seal #: 3176
y-
-64 141#+ 262+ 37 1'4-7/16°
SEAT PLATE REQ.
11'2-1/4'
1'3-314' i
F- 1'4" 2'9-15/16" 2'9-15/16" 2'9-15/16"
20# 102 180# 27
ling Criteria (psi)
Wind Criteria
L: 20.00
Wind Std: ASCE 7-16
L: 10.00
Speed: 160 mph
L: 0.00
Enclosure: Closed
,L: 10.00
Risk Category: II
EXP: B Kzt: NA
Ld: 40.00
Mean Height: 25.00 ft
CLL: 10.00
TCDL: 5.0 psf
t: 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
:ing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30;
Bot chord: 2x4 SP M-30;
Webs: 2x4 SP #3;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 61 plf at -1.31 to 61 plf at 11.19
BC: From 20 plf at 0.00 to 20 plf at 11.19
TC: -6 lb Conc. Load at 1.33
TC: 141 lb Conc. Load at 4.16
TC: 262 lb Conc. Load at 6.99
TC: 378 lb Conc. Load at 9.82
BC: 20 lb Conc. Load at 1.33
BC: 102 lb Conc. Load at 4.16
BC: 180 lb Conc. Load at 6.99
BC: 257 lb Conc. Load at 9.82
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 97 0.15 11.19
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind 1
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.079 F 999 240
HORZ(LL): 0.013 E - -
HORZ(TL): 0.025 E -
Creep Factor: 2.0
Max TC CSI: 0.735
Max BC CSI: 0.978
Max Web CSI: 0.427
Weioht: 53.2 Ibs
Ver: 21.01.01 A.0521.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 959 !- /- /- /474 /-
E 963 /- /- /- /297 /-
D 399 /- /- /- /306 P
Wind reactions based on MWFRS
B Brg Width = 9.8 Min Req = 1.5
E Brg Width = - Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 27 -18 C-D 144 -185
B - C 854 -1883
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 1729 -760 F - E 1709 -764
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
F-C 465 0 D-E 0 0
C - E 830 -1857
-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
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 Ryan Bays, P.E.
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 # 91231
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 g451 St Lucie Blvd, Suite 201
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 wrifing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht 0 2016 A-1 Roof Tnresec - Rrnn ifudinn of thfc nnntment. in anv fnnn. Ls nrnhlhNeA vrithnut the written nennisslnn of A-1 Ronf Tni-as.
Job: Truss Truss Type Qty Ply 07/20/2021
86889 I J3E I EJAC 4 Seal #: 3148
ling Criteria (psf)
Wind Criteria
L: 20.00
Wind Std: ASCE 7-16
L: 10.00
Speed: 160 mph
L: 0.00
Enclosure: Closed
iL: 10.00
Risk Category: II
EXP: B Kzt: NA
Ld: 40.00
Mean Height: 25.00 ft
ICLL: 10.00
TCDL: 5.0 psf
t: 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
:ing: 24.0 "
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;
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 34 0.15 3.00
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.
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
C
SEAT PLATE REQ.
-1 /8" 3r
ft
)w Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
NA Ce: NA
VERT(LL): NA
Loc R+ ! R- / Rh / Rw / U ! RL
B 200 /- /- /181 /66 /97
NA Cs: NA
VERT(CL): NA
Iw Duration: NA
HORZ(LL): 0.001 D
D 53 /- /- /72 /32 /-
HORZ(TL): 0.002 D -
Creep Factor: 2.0
C 73 /- /- /47 /61 /-
Wind reactions based on MWFRS
[ding Code:
7th Ed. 2020 Res.
Max TC CSI: 0.182
B Brg Width = 8.0 Min Req = 1.5
Std: 2014
Max BC CSI: 0.090
D Big Width = 1.5 Min Req = -
C Brig Width = 1.5 Min Req = -
Fac: Yes
Max Web CSI: 0.000
Bearing B a rigid surface.
RT:100 /10 10
() ( )
Weight: 11.2 Ibs
9
Bearing B requires a seat plate.
to Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
VE
VIEW Ver: 21.01.01A.0521.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 B-C 33 -103
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 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 slated 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
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
Ryan Bays, P.E.
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
# 91231
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
g451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvriaht * 2016 A-1 Rmf Tntc c — RenrMurlim of this dnntmnnt. in anv farm. In nmhihned wnhnnt the writtnn nnrmicsinn of A.1 Rmf Tri c".c
Job: Truss Truss Type City Ply 07/20/2021
86889 f - I J7 I EJAC 125 I I Seal #: 3127 �ER
4-3�66'
SEAT PLATE REQ.
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
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 75 0.15 7.00
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.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Fig: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
C
1
M (`
O
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity / Non -Gravity
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 357 /- /- /240 /94 /201
VERT(CL): NA
HORZ(LL): 0.016 D
D 130 /- P /75 P /-
HORZ(TL): 0.031 D
C 191 /- P /118 /157 P
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.745
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.525
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Weight: 23.8 Ibs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 21.01.01A.0521.20
Chords Tens.Comp. Chords Tens. Comp.
A -B 26 0 B-C 86 -154
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 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
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 Ryan Bays, P.E.
responsibility of the Owner, the Owners 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 99 Blvd, Suite 261
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 4451 St. Lucie#1231
Designer, Specialty Engineer and Truss Manufacturers unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C.onvrinht 612016 A-1 Rnnf Tn,.ce--c — R.—ri, 1- of thic dnmlmant. in anv form. N nmhihited vrithmd tha wrinnn nanni.Mnn of A-1 Roof Tni. .%.
Job:
86889
Truss Truss Type City Ply 07/20/2021
RB I EJAC 16 I 1 I Seal #: 3161
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NC13CLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
= 2X4(A1
T
5-3/16"
1
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: B 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.b0 ft
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 6.83
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.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
B
6-10" -I
Defl/CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.013 C -
HORZ(TL): 0.027 C -
Creep Factor. 2.0
Max TC CSI: 0.748
Max BC CSI: 0.512
Max Web CSI: 0.000
Weight: 21.0 Ibs
Ver: 21.01.01 A.0521.20
t
CM
Or
r,
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /LI /RL
A 288 /- /-
/179 /61 /178
C 129 /- /-
/75 /- /-
B 192 /- /-
/118 /158 /-
Wind reactions based on MWFRS
A Brg Width = 6.0
Min Req = 1.5
C Brg Width = 1.5
Min Req = -
B Brg Width = 1.5
Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 86 -155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 0 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 engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lucia Blvd, Suite 201
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 Thus Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C daht 0 2016 A-1 Roof To-- R—ChIrdion of thK dnntment. in anv form. is nrnhihMd without tha writtnn nonnWMan of A-1 Ronf Tn—
1 IJob: Truss Truss Type Qty Ply 07/20/2021
.86889� RC I EJAC 13 1 I Seal #: 3124
r
=2X4(A1
1
III G5X4
SEAT PLATE REQ.
11-1/8 1_ 2,8„ 44"
I T
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.167 F 491 360
Loc R+ / R- / Rh / Rw / U / RL
B 357 /- /- /240 /94 /201
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.335 F 245 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.082 G
E 115 P P/69 P /-
Des Ld: 40.00
EXP: B Kzt: NA
HORZ(TL): 0.165 G - -
D 196 P P /124 /150
Building Code:
NCBCLL: 10.00
Mean Height: 25.00 ft
TCDL: 5.0 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.843
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.410
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fee: Yes
Max Web CSI: 0.300
Bearing B is a rigid surface.
Loc. from endwall: not in 4.50 ft
FT/RT:10(0)/10(10)
Weight: 26.6 Ibs
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
WAVE
VIEW Ver: 21.01.01A.0521.20
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord: 2x4 SP #2;
A - B 26 0 C - D 88 -141
Bot chord: 2x4 SP #2;
B - C 0 -204
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (lbs)
Plating Notes
Chords Tens.Comp. Chords Tens. Comp.
F F 85 -1010
B - 0 G - E 0 0
(•`)1 plate(s) require special positioning; Refer to
scaled plate plot details for special positioning
requirements.
C - 98 -51
Purlins
Maximum Web Forces Per Ply (lbs)
In lieu of structural panels or rigid ceiling use purlins
Webs Tens.Comp.
to laterally brace chords as follows:
G - F 70 -27
Chord Spacing(in oc) Start(ft) End(ft)
BC 30 0.15 2.67
BC 58 2.19 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
I
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
"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
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 Ryan Bays, P.E.
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 1231
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 4451 St L # 9 Blvd, Suite 201
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 is NOT the Fort Pierce, FL 34946j
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvnaht 0 2016 A-1 Roof Tnrssr_c - Renroductinn of this dounnent.. in anv fnne. Is nrohlbited without the written nannissinn of A-1 Roaf Tmcses.
Job: Truss Truss Type` Qty Ply 07/20/2021
86889 I J8 I EJAC 18 1 .
Seal #: 3202 �
4-3T6' /
SEAT PLATE REQ.
I11-1/8"
a'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
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 M-30;
Bot chord: 2x4 SP #2;
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 8.00
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
y
)w'Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
lw Duration: NA
ding Code:
: 7th Ed. 2020 Res.
Std: 2014
Fac: Yes
2T:10(0)/10(10)
e Type(s):
1/CSI Criteria
Deflection in loc Udefl L/#
2T(LL): NA
2T(CL): NA
RZ(LL): 0.022 D - -
RZ(TL): 0.043 D - -
ep Factor: 2.0
K TC CSI: 0.560
( BC CSI: 0.666
( Web CSI: 0.000
ight: 28.0 Ibs
Ver: 21.01.01 A.0521.20
C
m
ZZ
M
4
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 398 /- /- /265 /102 /227
D 147 /- /- /84 /- /-
C 224 /- /- /138 /182 /-
Wind reactions based on MWFRS
B Erg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Erg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord, Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 B-C 100 -168
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 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
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 Ryan Bays, P.E.
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 # 91231
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 g451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C d.ht Q 201E A-1 Find Tmssr-v — Ranrnd,,dinn of this dnaiment. in anv fnnn. is nmhihited without the written narmissinn of A-1 Ronf Tmsses.
r
Job:
86889}
Truss Truss Type City Ply 07/20/2021 e
J8C I EJAC 13 1 Seal #: 3130 �=
ling Criteria (psf)
L: 20.00
L: 10.00
L: 0.00
iL: 10.00
Ld: 40.00
iCLL: 10.00
t: 0.00
I Duration: 1.25
;inq: 24.0 "
1 4-
SEAT PLATE REQ.
I11-1/_8 1 2'8"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 :SP 2400f-2.0E + SP M-31�;
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
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 30 0.15 2.67
BC 68 2.18 7.82
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.
Wind loading based on both gable and hip roof types.
i 8'
5'4"
E
1
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.094 G 999 360
Loc R+ / R- / Rh / Rw / LI / RL
B 391 /- /- /261 /99 /227
Lu: NA Cs: NA
VERT(CL): 0.189 G 499 240
Snow Duration: NA
HORZ(LL): 0.049 F - -
F 275 /- /- /198 /126 /-
HORZ(TL): 0.097 F - -
E 56 /- /- /29 /49 /-
Building Code:
Creep Factor. 2.0
Wind reactions based on MWFRS
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.328
B Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.194
F Brg Width = 1.5 Min Req = -
Rep Fee: Yes
Max Web CSI: 0.194
E Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
FT/RT:10(0)/10(10)
Weight: 36.4 Ibs
Bearing B requires a seat plate.
Plate Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
WAVE
VIEW Ver: 21.01.01A.0521.20
Chords Tens.Comp. Chords Tens. Comp.
A- B 26 0 C- D 230 -405
B-C 0 -188 D-E 25 -63
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - G 49 -67 H - F 401 -428
C - H 369 - 343
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - G 74 -35 D - F 488 -454
"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
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 any Building is the
Ryan Bays, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in tfie 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
# 91231
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
g451 St. Lucie Blvd, Suite 201 ,
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht 02m1a A-1RnnfTn--Ranr,xlur4inn of thL%d-mant. in anv form. is nmhlhited vvithnut the written na Wnfnn MA-1RnnfTrij-
Job:_
86889
Truss
V03
Truss Type Qty Ply 0112012021
VAL 11 1 Seal #: 2551
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NC13CLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacina: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
M mFa
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: B 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 ft
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 45 0.00 3.75
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.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
12
6
2X4(
A
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lug NA Cs: NAB
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
B= 3X4
3'9-1 /16"
DeflICSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.003 999 360
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.002 - -
Creep Factor. 2.0
Max TC CSI: 0.065
Max BC CSI: 0.098
Max Web CSI: 0.000
Weight: 11.2 Ibs
EW Ver: 20.01.01A.0724.11
C
♦ Maximum Reactions (Ibs), or.=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /Ll /RL
D' 82 P P 136 /6 /4
Wind reactions based on MWFRS
D Brg Width = 45.0 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 165 -170 B - C 163 ' -170
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 166 -133
**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
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and useof this Truss for any Building is the
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C—flaht Q 20113, A-1 Rmmf Tnreses - Renrodnrlinn of this domment. in anv fnrm. Is nmhihhad vrithout the written—Issimn of A-1 Rnmf Tni. sees
Job: , Truss
86889� IV04
Truss Type Oty Ply 07/20/2021
VAL 11 I 1 I Seal #: 2552 '
CV
r
N
-� =41-1 /4"
6p/1 �1'9-9/16" ---I— 1'9-9/16"
12
6 �'. B=3X4
4'9-1/16"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Fig: NA Ct: NA CAT: NA
PP Deflection in [cc Udefl, U#
TCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.006 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.013 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.002 - -
Des Ld: 40.00
XP: B Kzt: NA E
HORZ(TL): 0.005 - -
Building Code:
NCBCLL: 10.00
Mean Height: 25.00 ft
Creep Factor. 2.0
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res. -
Max TC CSI: 0.110
Load Duration: 1.25
MWFRS Parallel. Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.143
Spacing: 24.0 "
C&C Dist a: 3.00 It
Rep Fac: Yes
Max Web CSI: 0.000-
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
Weight: 15.4 Ibs
GCpi: 0.18
Plate Type(s):
Ver: 20.01.01A.0724.11
Wind Duration: 1.60 IWAVE
IVIEW
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 cc) Start(ft) End(ft)
BC 57 0.00 4.75
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.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
791
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D' 82 /- /- /38 /8 /5
Wind reactions based on MWFRS
D Brg Width = 57.0 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 230 -227 B - C 227 -227
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 214 -183
"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 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. 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 terns are as defined in TPI-1.
Cnnvriaht Q 2016 A-1 Rnnf Tnrccr_c — Renrnduntinn of IN.% dmiment, in anv form. In nmhihHnd without the written nennl�inn of A-1 Rnnf Inn —a..
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
Job:
86889
Truss
V07
Truss Type Qty I Ply 07/20/2021
VAL 1 1 Seal #: 2553
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Soffit: 0.00
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 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 ft
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 7.75
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.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
6�5/16„ 3'3-9/16" -� 3'3-9/16" �11 q
r12 B-4X4
�
7'9-1/16"
T13-3/4" 1/ TEI-3/4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.006 D 999 360
VERT(CL): 0.013 D 999 240
HORZ(LL): -0.003 D - -
HORZ(TL): 0.005 D -
Creep Factor: 2.0
Max TC CSI: 0.191
Max BC CSI: 0.183
Max Web CSI: 0.101
Weight: 25.2 Ibs
VIEW Ver: 20.01.01A.0724.11
♦ Maximum Reactions (Ibs), or `=PLF
, Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E' 82 /- /- /40 /23 /6
Wind reactions based on MWFRS
E Brg Width = 93.0 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 215 -147 B-C 215 -167
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-D 218 -157 D-C 218 -157
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 341 -335
-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
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
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Cnnvrinht 0 21116 A-1 Rnnf T.,-- R—Mnrlinn of this dnnrmant. in am form. is nmhihltnd withnut tha wrinnn narmiasion of A-1 Ronf TrILCWt
Job:
86889.10
Truss Truss Type Qty. Ply 0112012021
V08 I VAL I I I Seal #: 2554
ling Criteria (psf)
L: 20.00
L: 10.00
L: 0.00
,L: 10.00
Ld: 40.00
,CLL: 10.00
t: 0.00
I Duration: 1.25
:ing: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
6 5/16" 141,
3'9-9/16" 3'9-9/16" i .
12 B=4X4
8'9-1/16"
I-- 42-3/4" 31 /2' 42-3/4"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 ft
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 8.75
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.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.010 D 999 360
VERT(CL): 0.020 D 999 240
HORZ(LL): -0.004 D - -
HORZ(TL): 0.008 D - -
Creep Factor: 2.0
Max TC CSI: 0.252
Max BC CSI: 0.246
Max Web CSI: 0.1117
Weight: 30.8 Ibs
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /LI /RL
E' 82 /- A /40 /12 /6
Wind reactions based on MWFRS
E Brg Width = 105 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 274 -187 B - C 274 -205
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver: 20.01.01A.0724.11 Chords Tens.Comp. Chords Tens. Comp.
A - D ' 256 -204 D - C 256 -204
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 393 -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
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 Ryan Says, P.E.
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 # 91231
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 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvdnht0201E A-1 Roof To.--- Ranmduntion of this domintent. in env to=. le nrnhihited without the veitten nermi-Ino of A-1 Roof Triv—,
Job: Truss Truss Type Qty Ply 07/20/2021
86889 V11 I VAL 1 1 Seal #: 2555 f
6 15/l "
}— 03-9/16"
B=4X4
63-9/16" 6 i 15 /1 f
1 11'9-1/16" mi
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
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 75 0.00 11.75
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.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Sid Detail for valley details.
68-3/4" 3i1/ " 68-3/4 _I
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.024 D 999 360
VERT(CL): 0.049 D 999 240
HORZ(LL): -0.010 D - -
HORZ(TL): 0.020 D - -
Creep Factor. 2.0
Max TC CSI: 0.483
Max BC CSI: 0.508
Max Web CSI: 0.163
Weight: 37.8 Ibs
EW Ver: 20.01.01A.0724.11
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
LOG R+ /R- /Rh /Rw /LI /RL
E' 82 /- A Al /26 /6
Wind reactions based on MWFRS
E Brg Width = 141 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 489 - 315 B - C 489 - 330
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - D 380 -380 D - C 380 -380
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 546 - 664
**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
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 '
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvriaht 0 201e A-1 Rnnf Tmcxec — Renrnduntim of thN dmiment. in am form. is nmhihited whhnut thn written nnnni. sinn of A-1 Rmf 7n� cnc
Job:
868890
Truss Truss Type Qty Ply 07/20/2021
V12 VAL 11 I 1 Seal #: 2556
ling Criteria (psf)
L: 20.00
L: 10.00
L: 0.00
,L: 10.00
Ld: 40.00
,CLL: 10.00
t: 0.00
I Duration: 1.25
:inq: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
6-p/113" 5'9-9/16" 5'9-9/16" 6i15/f"
N
Wind Criteria
Wind Std`. ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 It
GCp): 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 12.75
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.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valleydetails.
B=4X4
12'9-1 /16"
62-3/4" 3i1 /' 62-3/4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf.- NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.030 D 999 360
VERT(CL): 0.062 D 999 240
HORZ(LL): -0.012 D - ,
HORZ(TL): 0.025 D - -
Creep Factor: 2.0
Max TC CSI: 0.577
Max BC CSI: 0.620
Max Web CSI: 0.178
Weight: 43.4 Ibs
VIEW Ver: 20.01.01A.0724.11
♦ Maximum Reactions (Ibs), or:=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / Ll / RL
E` 82 /- /- /41 /13 /6
Wind reactions based on" MWFRS
E Brg Width = 153 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 573 - 361 B - C 573 - 374
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - D 424 -451 D - C 424 -451
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 597 - 761
"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
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
Ryan Bays, P.E.
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
# 91231
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. PJlnotes set out in the TDD and the practices and
g451 St. Lune Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvrinht 0 MIR A-1 Rmf Tn.-- Rnnmdadinn of this dnnrm"nt. in env fnrm. Lc nnnh1hN A tvithrud the written n"rmiceinn of A-1 Rnnf Tnresr_a
Job: Truss Truss Type Qty Ply 07/20/2021
86889 I V16 I VAL 11 1 Seal #: 2558
1
6-I15/16" 7'9-9/16" 7'9-9/16" "15/1{6"
C=4X4
169-1/16" -I
�- — 2-9-1/16" 11'2-7/8" 2'9-1/16" --{
ling Criteria (psf)
Wind Criteria
L: 20.00
Wind Sid: ASCE 7-16
L: 10.00
Speed: 160 mph
L: 0.00
Enclosure: Closed
IL: 10.00
Risk Category: II
EXP: B Kzt: NA
Ld: 40.00
Mean Height: 25.00 ft
ICLL: 10.00
TCDL: 5.0 psf
t: 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist: h/2 to h
:ing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwali: not in 9.00 ft
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 puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 16.75
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
ding Code:
: 7th Ed. 2020 Res.
Std: 2014
Fac: Yes
2T:10(0)/10(10)
a Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.001 F 999 360
VERT(CL): -0.002 1 999 240
HORZ(LL): -0.001 B - -
HORZ(TL): 0.001 B -
Creep Factor. 2.0
Max TC CSI: 0.390
Max BC CSI: 0.202
Max Web CSI: 0.110
Weight: 61.6 Ibs
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /Ll /RL
J* 82 A /- /42 /14 /6
Wind reactionsbased on MWFRS
J Brg Width = 201 Min Req -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 56 - 66 C - D 162 -130
B-C 161 -130 D-E 60 -68
Ver: 20.01.01A.0724.11 . Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -1 64 -35 G - F 68 -46
I-H 65 -43 F-E 67 -38
H-G 65 -43
Maximum Web Forces Per Ply (Ibs)-
Webs Tens.Comp. Webs Tens. Comp.
B - I 371 - 359 F - D 370 - 361
C - H 107 -247
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameter: 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
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
I
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lurie Blvd, Suite 201
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 wrifingby all parties Involved. The Specialty Engineer is NOT the
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C—H.ht [1c 2016 A-1 RnnfTnie a-Re—dudinn"f this dnnrmnnt. inanv in=. is nmhihHnd without the wnttnn nrmNCUnn of A-1 RonfTnm
Job: Truss Truss Type Qty Ply
86889 I V20 I VAL 1 1
07/20/2021
Seal #: 2559 %"_
—B.Il4"
6-P/16" 710-1/16" -1- 3-11"
o5X6 III1.5X3 - =5X6
C D E
i 20'9-1 /16"
I. 4'9-1/4" + ' 11'2-9/16"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
TCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.014 H 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.029 H 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HCRZ(LL): 0.005 E - -
Des Ld: 40.00
EXP: B Kzt: NA
HCRZ(TL): 0.009 B
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Building Code:
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.346
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.272
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.081
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
Weight: 75.6 Ibs
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.01.01A.0724.11
Wind Duration: 1.60
IWAVE
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 puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 8.42 12.33
BC 120 0.00 20.75
Apply puriins to any chords above or below fillers
at 24" CC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Sid Detail for valley details.
7'10-1/16" 64Y16"
4'9-1/4" -{
♦ Maximum Reactions (Ibs), or.=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /LI /RL
L' 82 /- /- /42 /14 /5
Wind reactions based on MWFRS
L Brg Width = 249 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 139 -205 D - E 261 -147
B - C 258 - 233 E - F 258 - 233
C - D 261 -147 F - G 139 - 204
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
A - K 156 - 66 1- H 147 - 59
K - J 147 - 59 H - G 156 - 67
J -1 147 -59
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-K 274 -314 H-F 273 -314
D - J 236 - 236
"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
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
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
r—rinht 0 2016 A-1 Rnnf Tru-- Renrndudinn of Ihi.q dnmrment. in env fnnn. Ls nmhihited without the written nennic inn of A-1 Rmf Tn—
Job: Truss Truss Type Qty Ply 07/20/2021
86889 I VM02 I VAL 13 1 I Seal #: 2560 < 'doll_
5/ft I - 1 r3-9/16fr
12
6
B
A2M(MR) N
==@A /4"
CD
�- 1 r10-1 /2fr �{
-oading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Deft/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
rCLL: 20.00
Wind Std: ASCE 7-16
Fig: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
rCDL: 10.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.005 B 999 360
Loc R+ / R- / Rh / Rw / LI / RL
D' 82 P /- /43 /16 /17
3CLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.010 B 999 240
3CDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.002 B - -
Wind reactions based on MWFRS
)es Ld: 40.00
EXP: B Kzt: NA
HORZ(TL): 0.004 B
D Brg Width = 22.5 Min Req =
BuildingBearing
Code:
VCBCLL: 10.00
Mean Height: 25.00 ft
Creep Factor: 2.0
A is a rigid surface.
9 9�
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.057
Maximum Top Chord Forces Per Ply (Ibs)
-oad Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.103
Chords Tens.Comp.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fee: Yes
Max Web CSI: 0.000
A - B 0 -21
Loc. from endwall: not in 9.00 It
FT/RT:10(0)/10(10)
Weight: 5.6 Ibs
GCpi: 0.18
Plate Type(s):
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver: 20.01.01A.0724.11
Wind Duration: 1.60
IWAVE
Chords Tens.Comp.
A -C 71 -7
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 23 0.00 1.88
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.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
-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
responsibility for the design of the single Trus's depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
I
Ryan Bays, P.E.
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
# 91231
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
4451 St. Lune Blvd, Suite 201
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 uniting by all parties involved. The Specialty Engineer is NOT the
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Cnnvriaht * 2016 A•1 Rnof Tmsson — RanrnAmtinn of this dnr„mnnt. in anv form. is nmhihited without thn writtnn nannissian of A•1 Roof Tninnss
Job:
86889 j
Truss Truss Type Qty Ply 07/20/2021
VM04 I VAL_ 13 1 Es
I I Seal #: 2561
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacina: 24.0 "
Lumber
Top chord: 2x4 SP 42;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 ft
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 47 0.00 3.88
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.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
-@-14'
1
i-15/16 3'3-9/16" -�
12
C
DF
02X4(D8R) 1113X6E
I.3'10-1/2" �{
�— 2'4-11 /16" —= "
)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA )
fw Duration: NA
Building Code:
FBC 7th Ed. 2620 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
f- 1'2-3/8" -�
Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF
PP Deflection in loc Udell U# Gravity Non -Gravity
VERT(LL): -0.006 C 999 360 Loc R+ / R- / Rh / Rw / LI / RL
VERT(CL): 0.007 C 999 240 F' 82 /- /- /49 /23 /21
HORZ(LL): -0.004 C - - Wind reactions based on MWFRS
HORZ(TL): 0.005 C - - F Brg Width = 46.5 Min Req = -
Creep Factor. 2.0 Bearing A is a rigid surface.
Max TC CSI: 0.134 Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.046 Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.100 A - B 40 -156 B - C 0 -33
Weiaht: 12.6 Ibs
Maximum Bot Chord Forces Per Ply (Ibs)
Ver:20.01.01A.0724.11 Chords Tens.Comp. Chords Tens. Comp.
A-E 186 -19 E-D 185 -19
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-E 316 -162
**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 an any TDD represents an acceptance of the professional engineedn
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 Ryan Bays, P.E.
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 # 91231
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 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht 0 2016 A-1 Rnnf Torso-c — R—r d.,dinn of thtc d—n nt. in anv form. is nrnhihited without thn —ihPn nn 1-inn of A-1 R—f T.—.
Job: Truss Truss Type Qty Ply 07/20/2021
86889 VM06 I VAL 11 1 I Seal #: 2562 f
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00 Mean Height: 25.00 ft
NCBCLL: 10.00 TCDL: 5.0 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 " 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 #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 71 0.00 5.88
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.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
6r15/4" 1 63-9/16" �
5'10-112"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA.
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
C
DF
9-314"
i
1
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.022 E 999 360
VERT(CL): 0.045 E 999 240
HORZ(LL): -0.010 C - -
HORZ(TL): 0.021 C - -
Creep Factor: 2.0
Max TIC CSI: 0.301
Max BC CSI: 0.275
Max Web CSI: 0.148
Weight: 19.6 Ibs
Ver: 20.01.01 A.0724.11
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /LI /RL
F' 82 /- /- /51 /13 /16
Wind reactions based on MWFRS
F Brg Width = 70.5 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 48 -141 B-C 0 -23
Maximum Bot Chord Forces Per Ply (ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 14 -15 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 287 -187
"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 engineedn
responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Ryan Bays, P.E.
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
# 91231
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
g451 St. Lucie Blvd, Suite 2g1
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
Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
C' nvd.ht [-12a16 A-1 Rnhf T.-- Renmduntinn of thin dootment. in env form. in nrnhihited withotit the vmften nenninninn of A-1 Rnof Tn-
Job: Truss Truss Type Qty Ply 07/20/2021 _-
86889 I VM08 I VAL I I I Seal #: 2563
maw•
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld. 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
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 #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 75 0.00 7.75
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.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
16"
7'3-1/16"
TV
i 5,8„
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fee: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
F
2'1-1/16"'—'
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.022 E 999 360
VERT(CL): 0.045 E 999 240
HORZ(LL): 0.006 E - -
HORZ(TL): 0.013 E -
Creep Factor. 2.0
Max TC CSI: 0.356
Max BC CSI: 0.274
Max Web CSI: 0.112
Weiaht: 35.0 Ibs
1
1
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
F' 82 /- /- /52 /14 /17
Wind reactions based on MWFRS
F Brg Width = 93.0 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 75 -202 B- C 5 -60
Maximum Bot Chord Forces Per Ply (Ibs)
EW Ver: 20.01.01A.0724.11 Chords Tens.Comp. Chords Tens. Comp.
A - E 258 -41 E - D 268 -44
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Camp.
B-E 377 -318 C-D 29 -14
"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 othetwise 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 seal on any TDD represents an acceptance of the professional engineerin ,
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 Ryan Bays, P.E.
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 # 91231
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 g451 St. Lucie Blvd,31Suite 201
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 Fort Pierce, FL 34946
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convrinht 0 201E A-1 Rnoflrnissas— RanmNrctinn of this dnmiment. in anv fnnn. In nmhlhited without the wrihen nannissinn of A-1 Rnnf Tnresas.
10/28/2020 HIP/ KING JACK (TYPICAL) STDL 01 ?0
,A=
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" O TOE NAILS AT
TOP CHORD & 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.
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
5%2d2020 HIP/ KING JACK (HVHZ) STDL 02.2
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL. 34946
(772)409.1010
ATTACH KING & END JACK
WITH (1) THJA26 HANGER
OR EQUIVALENT AT
BOTTOM CHORD
ATTACH KING & END JACKS
WITH (1) LSTA12 TWIST STRAP
AT TOP CHORD WITH (10) 1Od
NAILS PER STRAP (MIN.) & (3)
'0. 131 " 0 TOE NAILS.
ATTACH CORNER JACKS &
STD. JACKS WITH (1) LSTA12
TWIST STRAP AT TOP CHORD
& BOTTOM CHORD WITH (10)
1 Od NAILS PER STRAP
MINIMUM (TYP).
I
HIGH VELOCITY HURRICANE ZONE CORNERSET 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.
NOTE: IN ADDITION TO STRAPPING TOE- NAIL
BOTH CHORDS OF CORNER JACKS TO CARRYING
MEMBER PER THE FOLLOWING SCHEDULE:
• 2X4: (2) 0.131" 0 TOE NAILS
• 2X6: (3) 0.131" 0 TOE NAILS
LSTA12 TWIST STRAP WITH 1 OD NAILS,
MIN. (10). SEE MFR'S
RECOMMENDED CONNECTION.
HIP, OR KING JACK (TYP.)
JACK, OR CORNER JACK (TYP.)
IMPORTANT NOTE:
CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6-
2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED
PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS
IN HIGH VELOCITY HURRICANE ZONE.
Ryan Bays, P.E.
# 91231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL I STDTL0311
X1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1'-3'MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY Or THE SLOG.
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)
END WALL
TRUSSSES @
24' O.C.
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MINJ.
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
BRACE AND THE TWO TRUSSES ON
EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
10d NAILS AT EACH' END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER,ON THE STRUCTURAL GABLE PER THE FOLLOWING 1
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 7-9B, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED S' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6. O.C. (2X4 STUDS MINIMUM).
MAXIMUM STUDoLENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
UKAL
TRUSS
iTUD
F
STRUCTURAL AN ADEDUATE DIAPHRAGM OR OTHER METHOD OF BRACING
GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
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
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
I9 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.)
2'-0"
MAX
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 N-O" 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.
Ryan Bays, P.E.
491231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
DULY 17, 2017 I TRUSSED VALLEY SET DETAIL -SHEATHED I STDTL05
0
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 4.5" SDS25412 SIMPSON.OR
EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL W.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
• INDIVIDUAL DESIGN DRAWINGS.
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 34948 TRUSS, OR GIRDER
772-409.1010 TRUSS
VALL Y PRCUASS III I I II II II IIASE TRUSSES
(TY
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
l
DETAIL A
-C rm), %'UMMUIV
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 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
Ryan Bays, P.E.
# 91231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
IFEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL
STDTL06
GENERAL SPECIFICATIONS:
a 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
��. „A". \
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
_ DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 1
4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
FORT PIERCE, FL 34946 TRUSS, OR GIRDER
772-409-1010 TRUSS
SECURE
W/(
l
VA�C; II II II II BASE TRUSSES
PAIIi
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P r2 VALLEY TRUSS TRUSS
-Aks- (TYPICAL)
I I// SEE "A"
ILJ 19�n[J WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE C
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 1
SCREWS INTO EACH BASE
TRUSS.
I
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
JULY 17, 2017
1 1\V�7�7LIJ V/ I-11 L 1 %.7L 1 II 1 /'11L
(HIGH WIND VELOCITY)
STDTL07
t p
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24" O.C. (BASE AND VP
SUPPORTING TRUSSES DIRECTLY UNU�M vn"LM r 1 R000=0 MU,I. 1 DC
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -1 O" 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
1
NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
Ryan Ba s' ER
# 91231
4451 St. Lucie Blvd, Suite
Fort Pierce, FL 34946
0
FEBRUARY 17, 2017 ' I STANDARD GABLE END DETAIL 1 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.
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
v
* DIAGONAL BRACING *1kL - BRACING REFER
REFER TO SECTION,A-A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TD
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TD BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT4'-0.O.C.
S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) lOd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240
VERTICAL
2X6 SP OR SPF
STUDPBRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2)'lOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
1
RTICALS
SECTION A -A
W/(4) - 10d NAILS
PROVIDE 2X4 BLOCKING BETWEEN
THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAIL'S AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING, WITH (5) - 10d NAILS
(4) 8d NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
12' MAX.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
1
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP#31STUD
170.C.
3-8.10
5-6-11
6.6-11
11-1-13
2X4 SP #3 / STUD
I 16' O.C.
3.3-10
4-9-12
6-6-11
9-10-15
2X4 SP #3 / STUD
24" O.C.
2.8-6
3-11-3
5.4-12
8-1-2
2X4 SP #2
12" O.C.
3-10-15
5-6-11
6-6-11
11.8-1,4
2X4 SP #2
16" O.C.
3-6.11
4-9-12
6-6-11
10.8-0
2X4SP42
24"O.C.
1 3-14 1
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
9OX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
a
ROOF
SHEATHING
NAILS 10d
— TRUSSES @ 24' O.C.
2X6 DIAGONAL BRACE
SPACED 48' O.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
Ryan Bays, P.E.
491231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
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.
T-BRACE / I -BRACE DETAIL
FEBRUARY 17, 2017 WITH 2X 'B RACE ONLY I STDTL09
NOTES:
T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90Y OF WEB LENGTH.
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
772400-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6' O.C.
NOTE. NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON
IWO—PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
}\ \ SPACING
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2X6
2X6 T—BRACE
2X6 I —BRACE
2X8
2X8 T—BRACE
2X8 I —BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2X6
2X6 T—BRACE
2X6 I —BRACE
2X8
2X8 T—BRACE
2X8 I —BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS NAILS
WEB
NAILS WEB
I -BRACE T-BRACE
Ryan Bays, P.E.
i191231
4451 SL Lucie Blvd, Suite 201
SECTION DETAILS Pierce, FL34946
A 1
FEBRUARY 17, 2017
� LATERAL BRACING RECOMMENDATIONS I STDTL10
A4
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 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
OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
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.
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
INSERT WOOD SCREW THROUGH
i
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
ATTACH TO VERTICAL
ATTACH TO VERTICAL
USE DRYWALL TYPE SCREWS)
WEB WITH (3) - 10d
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
NAILS (0.131' X 3').
ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
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) - 10d NAILS (0.131'
X 7) IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
TRUSS 2X6 4' - 0' 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 STRDNGBACKS 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 (0.131' X 7)
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
1
BLOCKING
(BY OTHERS)
Ryan Bays, P.E.
491231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11
A-1 ROOF TRUSSES
4461 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.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o
.135
93.5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
M
.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 (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X B4.5 (LB/NAIL) X 1.15 (DOL) = 291.5 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.
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00°
F�
SIDE VIEW
(2X6) 4 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30° TO 60°
45.000
an Bays, P.E.
91231
Luc Blvd, Suite 201
Pierce, 34946
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.
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.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
0
ZO
J
( .131,
59
46
32
30
20
.135
60
48
33
30
20
c
('7
.162
72
58
39
37
25
-1
F-
Z
LLI
-1
J
`
ZLD
JO
Lo
N
.128
54
42
28
27
19
.131
55
43
29
28
19
.148
62
48
34
31
21
Q
Z
n
.120
51
39
27
26
17-
CD
Z
O
.128
49
38
26
25
17
.131
51
39
27
26
17
.148
57
44
31
28
20
VALUES SHOWN ARE CAPACITY PER TOE -NAIL. l
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
r:s USE (4) TOE -NAILS ON 2X6 BEARING WALL
r
NEAR SIDE
FAR S:
SIDE VIEW
Z
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
END VIEW
FEBRUARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT I STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
-1 .0 X 4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
Ryan Bays, P.E.
1t 91231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
J
A
April 11, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL ALTERNATE BRACING DETAIL I STDTLI4
FO EXTERIOR FLAT GIRDER TRUSS
(4) 12d
TRUSS 2411 O.C.
UPLIFT. CONNECTION
(SEE ROOF TRUSS,)
,EXTERIOR FLAT -
GIRDER
12
VARIES
(4) 12d
MAX 3011(21-611)
2x6 #2 SP (Both Faces)
24;' o.c.
SIMPSON H5
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I " 'T'
FEBRUARY 17, 2017 1 DAMAGED OR MISSING CHORD SPLICE PLATES STDTLIS
A#
A-1 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
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
i
2X6
20
30
24"
1706
2559
1561
2342
1320
1''980
11352
2028
26
39
30"
2194
3291
2007
3011
1697
2546
'1738
2608
32
48
36"
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42"
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48"
3657
5485
3346
5019
2829
4243
12898
4347
■ DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE, OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' 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
3
• 10d NAILS NEARSIDE
+ lOd NAILS FAR SIDE
BREAK
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
X' MIN �— 6' MIN
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR. .
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID Ryan Bays, P.E.
UNUSUAL SPLITTING OF THE WOOD. 1 Lucie Blvd,
te 201
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID 4451stPuce,FL3ui46
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Fort Pierce, FL 34946
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
7724109-1010
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 (.14B' DIA. X 3') SPACED 6' 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 SE
ILI
r
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 400 SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
— REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946