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Typical Cornerset Specifications
Attach End Jacks
w/ (4) 16d ToeNails @ TC—
& (3) 16d ToeNails @ BC
Attach KingJack w/(3) 16d
ToeNails @ TC & BC
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Digitally signed 6
DN:
'E Ryan.Bays@IA
Ra n M B a S CN=Ryan M Bay:
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document
Date: 2021,09.28
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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
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V
BY BUILDER. (UNLESS NOTED OTHERWISE)
* NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW
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TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING
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DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL
U
STABILITY OF THE ENTIRE STRUCTURE. REFER TO THE
INDIVIDUAL TRUSS ENGINEERING DRAWINGS FOR
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GRAVITY AND UPLIFT LOADS.
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FOR BRACING & ERECTION DETAILS REFER TO BCSI-03
Q
AND/OR ENGINEER OF RECORD.
a
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REPRESENTS THE LEFT SIDE
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OF EACH TRUSS DRAWING
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( NOTE: REFER TO SIMPSON CONNECTOR
a'
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CATALOG FOR INSTALLATION DETAILS)
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* NOTE: LSTA STRAP
INDICATED TO BE USED IN
c
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CONCORDANCE WITH
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LOADING
ROOF
FLOOR
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LIVE LOAD
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DEAD LOAD
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TOTAL LOAD
40
-
FBC 7TH ED, 2020 RES.
1C
cc
DURATION FACTOR
1,25
-
TPI 2014
,
REV
DATE
BY
--
REMARKS
-
3
_
02/09/2021
AA
_
FBC 7TH ED. 2020 RES. CODE UPDATE
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It is understood that above ❑ APPROVED
conditions have been reviewed &
o
are acceptable for the fabrication ❑ APPROVED AS NOTED
at trusses, elevations, pitches,
overhangs, fascias,ceiling ❑ REVISE AND RESUBMIT
elevations/pitches, bearing
conditions & all detail pertaining ❑ REJECTED
o
to this truss placement plan. No
back charges will be accepted
without previous written approval DATE
n
from an A-1 Roof Trusses
E
representative. REVIEWED BY
PLAN DATE
ARCH: --/--/---- FSTRUCT-
--/--/----
c`a
CUSTOMER
HABITAT SLC
2
N
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n
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JOB NAME
THREE BEDROOM
OPTION(S)
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COMMUNITY
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/ LOT #
7503 SEBA`� i.IAN ROAD
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CITY
FORT PIERGF
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COUNTY
ST. LUCIE
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BLDG.
BLDG.
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TYPE
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#
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JOB #
86429
MASTER
CHHS313
DRAWN
SCALEdi
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DATE
02/09 20 1
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http://www.altruss.com
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C
E A-1 ROOF
E TRUSSES
A FLORIDA CORPORATION
RE: Job 86249
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
w
Site Information:
Customer Info: HABITAT ST. LUCIE COUNTY Project Name: LAKEWOOD PARK - SF
Loti9Block: Model: THREE BEDROOM
Address: 7503 SEBASTIAN RD Subdivision:
City: County: St Lucie
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
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 30 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
2645
A01
2/9/21
1
13
2651
B01
2/9/21
25
2601
CJ7
2/9/21
2
2581
A02
219121
14
2592
B02
2/9121
26
2606
HJ5
2/9/21
3
2582
A03
219/21
15
2593
B03
2/9/21
27
2607
HJ8
2/9/21
4
2583
A04
2/9/21
16
2594
B04
2/9/21
28
2603
J7
2/9121
5
2641
A05
219/21
17
2609
B05
219/21
29
2604
J8
2/9/21
6
2638
A06
2l9/21
18
2595
B06
219/21
30
2605
J8B
2/9/21
7
2616
A07
2/9/21
19
2596
B07
2l9/21
31
STDL01
STD. DETAIL
2/9/21
8
2613
A08
2/9/21 •
20
2597
B08
2l9/21
32
STDL02
STD. DETAIL
2/9/21
9
12621
A09
2/9/21
21
12648
B09
2l9/21
33
STDL03
STD. DETAIL
2/9/21
10
2635
A10
2/9/21
22
2598
CJ1
2/9/21
34
STDL04,
STD. DETAIL
2/9/21
11
2629
All
2/9/21
23
2599
CJ3
2/9/21
35
STDL05
STD. DETAIL
2/9/21
12
2632
Al2
2/9/21
24
2600
CJ5
2/9/21
36, 1
STDL06
STD. DETAIL
2/9/21
the truss drawing(s) referenced have been prepared byAlpine Engineered Products, Inc. under mydirectsupervisidn based drift parameters provided byA-1 RoofTrusses, Ltd.
'russ Design Engineer's Name: Ryan Bays
4y license renewal date for the state of Florida is February 28,2023.
IOTE: The seal on these drawings indicate acceptance of professional engineering
responsibility solely forthe truss components shown.
'he sditabilV and use of components forany particular building is the responsibility of the building
esigner,perANSVrPI-1 Sec. 2.
beTruss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction.
ocuments (also referred to at times as'Structural Engineering Documents) provided by the Buldird
)esignLrindicating the nature and characterof the work.
•he.design criteria therein have been transferred to Ryan Bays PE by [Al Roof Trusses orspecific
oration]. These TDDs (also referred to at times as'Structural Delegated'
!ngineedng Documents) are specialty structural component designs and may be part of the pmject';
eferred or phased submittals. As a Truss Design Engineer(i e, Specialty
ingineed, the seal here and on the TDD represents an acceptance of professional engineering
asponsibilityforthe design of the single Truss depicted on the TDD only. The Building Designer is
sponsible forand shall coordinate and review the TDDs for
ompatrbilitywith theirwritten engineering requirements. Please review all TDDs and all related notes.
0
19
Ryan Bays, P.E.
4451 St Lucie;Blvd. 60'4201
Fort Pierce, FL 34946
.Ryan
Ryan M Bays
0e27:20-0,aoo•
Page 1 of 2
#C
A-1 ROOF
=-TRUSSES
A FLORIDA CORPORATION
RE: Job CHHSM
No.
Seq #
Truss Name
Date
37
STDL07
STD. DETAIL
2/9/21
38
STDL08
STD. DETAIL
2l9/21
39
STDL09
STD. DETAIL
219121
40
STDL10
STD. DETAIL
2/9121
41
STDL11
STD. DETAIL
219/21
42
STDL12
STD. DETAIL
219/21
43
STDL13
STD. DETAIL
2l9/21
44
STDL14
STD. DETAIL
2/9/21
45
STDL15
STD. DETAIL
2l9/21
46
STDL16
STD. DETAIL
219121
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.
Pa91231
e 2 of 2 aieBly
g 4451 St. Lucie Blvd, Suite 201
Fart Pierce, FL 34946
r 11 10 - 014� 4451 BT. LjJCIE BLV •-
FORT PIERCE, FL 34946' '
PH: 772-409-1010
m E FX: 772-409-1015
www.AlTruss.com
v N
TRUSS ENGINEERING
o
BUILDER:
HABITAT SLC
PROJECT.
7503 SEBASTIAN RD
COUNTY:
EXEMPT
LOT/BLK/MODEL:
7503 SEBASTIAN RD
JOB#:
86249
MASTER#:
CHHS3B
OPTIONS: NO OPTIONS
you Truss Truss Type
CHHS313 A01 I HIPS
Qty I Ply 102/09/2021
2645
r 16'4"
=5X6
11'8"
=3X4
16'4"
G H _ I
T 12
_
4 p
vo3X6 F 4X6
a 03X4E _
J K 3X6
@ 1 5X4 D
t) io4X4 C (a) (a L� 3X4
4X6(C6 B
5AG
=3X6 C6) _ S R Q P O 1113 N
=3X4 =5X6 =3X8 =4X12 =3X6
SF1Aj PLATE REQ.
I - A 364"
�- 2'6"
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: C Kzt: NA
Des Ld: 40.00 Mean Height: 25.00 ft
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 :SP 2400f-2.OE + SP M-31:;
T2 2x4 SP M-30; T3,T4 2x4 SP #2;
Bot chord: 2x6 SP 2400f-2.0E; B2 2x4 SP M-30;
B3 2x4 SP 2400f-2.OE + SP M-31;
Webs: 2x4 SP #3; W7 2x6 SP #2;
Lt Slider: 2x6 SP #2; block length = 2.750'
Rt Slider. 2x6 SP #2; block length = 2.750'
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 16.33 28.00
BC 75 0.00 44.33
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Code / Mist;Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
44'4"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.145 L 368 360
VERT(CL): 0.312 L 171 240
HORZ(LL): -0.045 L - -
HORZ(TL): 0.076 L
Creep Factor: 2.0
Max TC CSI: 0.681
Max BC CSI: 0.773
Max Web CSI: 0.832
Wgt: 241.5 Ibs
VIEW Ver: 20.01.01A.0724.12
SEAT PLATE REQ.
)
'6"
7
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1686 /- /- /1060 f783 1178
N 2107 /- /- /1390 /899 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 8.0 Min Req = 1.7
Bearings B & N are a rigid surface.
Bearings B & N require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 383 -937 G - H 1849 -2088
A - B 52 0 H -1 1488 -1539
C - D 1754 - 2437 I - J 1461 -1689
D - E 1980 - 2639 J - K 1437 -1704
E - F 1840 - 2270 K - L 896 -1187
F - G 1861 - 2249 L - M 863 -1059
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - S 2220 -1485 P - O 1079 - 725
S - R 2535 -1795 O - N 1079 - 725
R - Q 2534 -1796 N - L 1178 - 779
Q - P 1980 -1491 L - M 1083 - 811
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - C
2400 - 2442
Q - H
344 - 99
D - S
449 -453
H - P
825 - 691
S - E
449 -222
P -1
218 -47
E - Q
424 - 544
P - K
2069 -1864
G - Q
372 - 88
K - N
1918 -1898
•'WARNING•' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineerin
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 Fort Pierce, FL 34946
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.
r1onvrioht 0 20101 A-1 Roof To-- Rnnmd0don of this dnannent. in anv fn=. is nmhlhitnd without thn writton nor issinn of A-1 Rant Tniss-
Job Truss I cuss I ype Ury I rly UuutJ11ZUcl
CHHS313 I A02 HIPS 1 1
2581
18'4" 7'8" 18W
=5X8 =5X6
G H
T4 03X4F I �j__4X6
g g3X6E (a) K ino
-
-3X4 (a)
1112X4
6) C3 (C
=X6(C6
SAW S Q PT R
L
O N M= X6
1111.5X3 =3X4 =5X6 =3X4 =3X8 =3X6
SSA'(, PLATE REQ. SEAT PLATE REQ.
Ifrl' 364" 1 T6" -{
444"
"T
3X6(A1)
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.147 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.306 F 999 240
T 1674 /- /- /1049 /777 /196
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.034 M - -
M 2121 /- /- /1388 /887 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.075 M - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 2
T Big Width = 8.0 Min Re 1.5
g q
NCBCLL: 10.00 TCDL: 5.0 psf
0.
Max TC CSI: 0.999
M BrWidth = 8.0 Min Req 2.5
Load Duration: 1.25 BCDL: 5.0 psf
Bearings T & M are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.985
Bearings T & M require a seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.738
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 13.00
ft
Wgt: 233.1 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12
B - C 477 -1256 G - H 1449 -1528
Lumber
A - B 52 0 H -1 1433 -1659
098
C - D 1805 -2615 I - J 860 -1110
Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE +
D - E 1817 -2615 J - K 870 -1110
SP M-31; T2 2x4 SP M-30;
E - F 1817 -2575 K - L 870 -1224
Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP #2;
B3 2x4 SP M-30;
F - G 1672 -2010
Webs: 2x4 SP #3; W8 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.750'
_
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a) Continuous lateral restraint equally spaced on
T - B 1209 -360 P - O 1854 -1173
member.
T - S 2173 - MO O - N 988 - 606
S - R 2196 -1352 N - M 988 - 606
Purlins
R-Q 2337 -1529 M-L 1216 -759
In lieu of structural panels or rigid ceiling use purlins
Q - P 2336 -1529
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
TC 24 18.33 26.00
Webs Tens.Comp. ' Webs Tens. Camp.
BC 72 0.00 44.33
Apply purlins to any chords above or below fillers
B - C 1134 -1271 G - O 530 -498
at 24" OC unless shown otherwise above.
S - D 603 -575 O - H 262 -75
D - R 450 -408 0-1 822 - 719
Loading
R- F 353 0 I- M 1921 -2078
Truss passed check for 20 psf additional bottom chord
F - P 513 -630 M - K 578 -452
live load in areas with 42"-high x 24"-wide clearance.
G - P 530 -226 t
Wind
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 (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
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
i191231
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
Fort Pierce, FL 34946
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.
Convriaht 0 201a A-1 Rnnf `rn-- Renroduntion of thin dnnrment. in anv fnrm. is nrahihited without the written nerrniasinn of A-1 Rnnf Tn—
Job Truss Truss Type Qty Ply 11210912021
CHHS3B I A03 I HIPS 1 1 25s2
20'4" 13'8"
=5X6 =6X6
G H
20'4"
T 12
4 o3X4F 13X4
J Z 3X6
E 4X6
r, _ o3X4D v4X6 (a)
�
=3f(C6) C
4X6(C6 L
,sqs-
T S R Q P O N 1113 M
III1.5X4 ==3X4 =5X6 =3X4 =3X4 =3X6 =4X4
SEAj PLATE REQ.
" 6 35'4"
1
f - 2,6"
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: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.01
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
SP M-31; T3 2x4 SP #2;
Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30;
B3 2x4 SP #2;
Webs: 2x4 SP #3; W8 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.750'
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 20.33 24.00
BC 61 0.00 44.33
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.
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
44'4"
SEAT PLATE REQ.
7'6" -I
Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/# Gravity Non -Gravity
VERT(LL): 0.276 Q
999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.654 Q
636 240 U 1686 /- /- /1044 /782 /214
HORZ(LL): 0.063 G
- - M 2107 /- /- /1365 /879 /-
HORZ(TL): 0.151 G
- - Wind reactions based on MWFRS
Creep Factor: 2.0
U Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.817
M Brg Width = 8.0 Min Req = 2.5
Max BC CSI: 0.995
Bearings U & M are a rigid surface.
Bearings U & M require a seat plate.
Max Web CSI: 0.784
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:230.3lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 20.01.01 A.0724.12 B - C 521 -1332 G - H 1425 -1603
A - B 52 0 H -1 1402 -1745
C - D 1439 -2339 I - J 565 - 676
D - E 1759 -2705 J - K 557 - 741
E - F 1776 - 2655 K - L 904 -1135
F - G 1446 -1777
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
U - B
1282 -400
Q - P
1603
- 893
U - T
2175 -1251
P - O
1271
- 754
T - S
2201 -1276
O - N
1271
- 754
S - R
2326 -1428
N - M
1055
- 697
R - Q
2326 -1428
M - L
1154
- 778
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - C
992 -1183
H - P
192 - 52
T - D
579 - 576
P - 1
725 . - 517
D - S
477 - 369
I - N
1234 -1224
S - F
514 -42
N - K
1432 - 981
F - Q
822 - 959
K - M
1600 -1920
G-Q
421 -218
"WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
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 Fort Pierce, FL 34946
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.
Cnnvrinht 02n16 A-1 Rnnf Tnrz ce-c—Renrnd,winn of this dnannent. In anv form. Is nrahihited withnut the written nertnissinn of A-1 Rnnf Tnimec.
Job Truss Truss Type Qty I Ply U2/U9/2U27
CHHS313 A04 HIPS 1 1 2583
[ _ j PLATE
�- 2,6"
22'
ra
22'
1111.5X3 =3X4 =5Xb =3X8 =3X6 =4X4
Loading Criteria (psi) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 10.00 Speed: 160 mph
BOLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00 Mean Height: 25.00 ft
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
SP M-31; T3 2x4 SP #2;
Bot chord: 2x6 SP 2400f-2.0E; B2 2x4 SP M-30;
B3 2x4 SP #2;
Webs: 2x4 SP #3; W8 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.750'
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 58 0.00 44.33
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.
SEAT PLATE REQ.
35'4" 7'6"
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
44'4" 1
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.150 Q 999 36
VERT(CL): 0.310 Q 999 24
HORZ(LL): 0.031 M -
HORZ(TL): 0.067 M -
Creep Factor: 2.0
Max TC CSI: 0.631
Max BC CSI: 0.994
Max Web CSI: 0.778
Wgt: 230.3 Ibs
VIEW Ver: 20.01.01A.0724.12
co
co
=3X6(A1)
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
S 1686 /- /- /1032 1782 /229
L 2107 /- /- /1350 /879 P
Wind reactions based on MWFRS
S Brg Width = 8.0 Min Req = 1.5
L Brg Width = 8.0 Min Req = 2.5
Bearings S & L are a rigid surface.
Bearings S & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 576 -1470 F - G 1266 -1676
A-B 52 0 G-H 1241 -1671
C - D 1422 -2435 H -1 658 -931
D - E 1578 -2594 I - J 645 - 995
E - F 1599 - 2550 J - K 915 -1147
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
S - B
1414 -452
O - N
1400
-753
S - R
2272 -1241
N - M
1400
- 753
R - Q
2292 -1261
M - L
1064
- 708
Q - P
2215 -1249
L - K
1160
- 789
P - O
2214 -1250
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - C
917 -1139
G - O
606 - 307
R - D
529 -475
O - H
302 -259
D - Q
268 - 230
H - M
1034 -1031
Q - F
488 -16
M - J
1585 -1080
F - O
774 - 881
J - L
1633 -1960
t
"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 an 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
Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the
I
# 91231
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
g451 St. Lucie Blvd, Suite 201
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Fort Pierce, FL 34946
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—daht (o 2016 A-1 Rod Tnissas— Renroduotion of this dnwment. in anv fern. is nmhihited vrithout thn written nennission of A-1 Rnnf Tnisses.
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B I A05 I HIPS 11 I
1
2641
20'6" 1 3'4" 1 20'6"
-5X6 as6X6
F G
=3X4 =H0308 =3X4 =3X4 =3X6 =4X4 1113x6
35W
44'4"
SEAT PLATE REQ.
7'6" —�
3X6(A1)
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria Defl/CSI Criteria '
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Code:FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014 VERT(LL): 0.303 P
999 360 Lot- R+ / R- / Rh
/ Rw
/ U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes VERT(CL): 0.694 P
600 240 S 1520 /- /-
/880
/684 /183
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10) HORZ(LL): 0.053 F
- - L 2112 A /-
/1361
/888 /-
EXP: C Kzt: NA
Des Ld: 40.00
Plate Type(s):
HORZ(TL): 0.130 F
- - Wind reactions based on
MWFRS
Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0
S Brg Width = 8.0
Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.873
L Brg Width = 8.0
Min Req = 2.5
Load Duration: 1.25 BCDL: 5.0 psf
p
Bearings S & L are a rigid
surface.
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.994
Bearings S & L require a
seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.793
Loc. from endwall: not in 13.00
ft
Maximum Top Chord Forces Per
Ply (Ibs)
Wgt: 219.1 Ibs
Chords Tens.Comp.
Chords
Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12
A - B 149 -655
F - G
1477 -1628
Lumber
B - C 1989 -2698
G - H
1456 -1772
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
C - D 1881 -2611
H -1
577 -731
SP M-31; T3 2x4 SP #2;
D - E 1892 -2552
I - J
565 -773
Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:;
E - F 1501 -1806
J - K
899 -1130
B2 2x4 SP M-30; B3 2x4 SP #2;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Lt Slider: 2x6 SP #2; block length = 2.750'
Chords Tens.Comp.
Chords
Tens. Comp.
Bracing
S - R 2461 -1681
O - N
1301 -795
(a) Continuous lateral restraint equally spaced on
A - S 666 -136
N - M
1301 -795
member.
R - Q 2315 -1520
M - L
1085 - 726
Q - P 2315 -1520
L - K
1145 - 773
Purlins
P - O 1628 -941
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp.
Webs
Tens. Comp.
TC 24 20.50 23.83
BC 61 0.00 44.33
S - B 2000 - 2270
G - O
183 - 52
Apply purlins to any chords above or below fillers
C - R 233 -54
'O - H
720 -505
at 24" OC unless shown otherwise above.
R - E 381 -34
H - M
1242 -1220
E - P 811 -908
M - J
1485 -1031
Loading
F - P 462 -271
J - L
1613 -1923
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.
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any'Bullding Is the
# 91231
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. A I 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
Fort Pierce, FL 34946
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.
Cnnvdnht 02016 A-1 Roof To ® — Renrodi,dion of this d—mant. in anv fn=. is nmhihitad withnut tha wdttan smission of A-1 RmfTntccea.
Job Truss Truss Type Qty I Ply 02/09/2021
CHHS3B A06 HIPS 1 1 2638
fi
18'6^
ioVS
F
7-4^ -i 18'6^
=5X6
G
=3X4 =4X6 =3X4 =3X8 =3X6 =5X6
SEAT PLATE REQ.
I� 6i, 35W
44,4„
SEAT PLATE REQ.
--i T6" -�
,`
3X6(A1)
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl U#
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.190 E 999 360
Loc R+ / R- / Rh
/ Rw
/ U / RL
BOLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.400 E 999 240
R 1508 /- /-
/885
/679 /165
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.055 B - -
L 2126 /- /-
11385
/895 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.118 B - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 2
R Br Width = 8.0
g
Min Re 1.5
q
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSi: 0. 0.814
L BrWidth = 8.0
Min Req 2.5
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.742
Bearings R & L are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Bearings R & L require a
seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.731
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 13.00
ft
Wgt:221.2lbs
Chords Tens.Comp.
Chords
Tens. Comp.
GCpi:0.18
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12
A- B 245 -707
F - G
1493 -1548
Lumber
B - C 1958 -2659
G - H
1480 -1681
C - D 2017 -2545
H - I
08
843 -1112
Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE +
D - E -2545
I - J
872 -1227
SP M-31; T5 2x4 SP M-30;
E - F 1742 -2047
1742
J - K
872 -1227
Bot chord: 2x4 SP M-30; B1 2x4 SP 2400f-2.OE +
SP M-31;
Webs: 2x4 SP #3; W6 2x6 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Lt Slider: 2x6 SP #2; block length = 2.750'
Chords Tens.Comp.
Chords
Tens. Comp.
Bracing
R - Q 2428 -1654
O - N
1887 -1235
(a) Continuous lateral restraint equally spaced on
A - R 711 -219
N - M
1021 -651
member.
Q - P 2337 -1640
M - L
1021 -651
P - O 2337 -1640
L - K
1218 - 758
Purlins
In lieu of structural panels or rigid ceiling use purlins
Maximum Web Forces Per Ply (Ibs)
to laterally brace chords as follows:
Webs Tens.Comp.
Webs
Tens. Comp.
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 18.50 25.83
R - B 1877 -2165
F - N
536 -508
BC 75 0.00 44.33
C - Q 207 -29
N - G
244 -83
Apply purlins to any chords above or below fillers
Q - E 232 -40
N - H
798 -699
at 24" OC unless shown otherwise above.
E - O 553 -566
H - L
1955 -2097
F - O 570 -263
L - J
580 -454
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
-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, leading 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 Fort Pierce, FL 34946
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.onvdnht 0 2ma AA Reef Tn,--- Renrndudien of this dooneAnt. in anv forte. Is nmhihtted vrithnut the written nennissinn of A-1 Rnef Tniccec.
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B I A07 HIPS 11 I 1 I 2616
r 166° 1 V4" -1 16'6"
=5X6 III1.5X4
=5X6
E F
G
T
4 12
H` S3X6
to
�3X4CD
01 B
n
A�3X4
J=3X6(A1)
.1==3X6(C6
=3X6(C6)
Q
P Q N
M L K
1113X6
III1.5X3
=3X4 =HO308 =3X8
=H0308 =4X4
SEAT PLATE REQ.
SEAT PLATE REQ.
b
354"
i T6" �{
f 444"
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Code:FBC 7th Ed. 2020 Res.
PP Deflection in Ioc Udefl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.205 P
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.430 P
969 240 R 1520 P P /896 1685 /147
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.068 B
- - K 2112 P P /1387 /900 P
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.144 B
- Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0
R Brg Width = 8.0 Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.804
K Brg Width = 8.0 Min Req = 2.5
Load Duration: 1.25 BCDL: 5.0 psf
p
"
Max BC CSI: 0.997
Bearings R & K are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h/2 to h
Bearings R & K require a seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.970
,
Loc. from endwall: not in 13.00
It
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 214.2 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12 A- B 496 -922 F - G 1936 -2044
Lumber
B - C 2131 -2683 G - H 970 -1094
C - D 2055 -2545 H - I 945 -1112
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
D - E 2081 -2535 I - J 915 -1139
SP M-31; T3,T4 2x4 SP #2;
E - F 1936 -2044
Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:;
B2 2x4 SP M-30; B3 2x4 SP #2;
Webs: 2x4 SP #3; W6 2x6 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Lt Slider: 2x6 SP #2; block length = 2.750'
Chords Tens.Comp. Chords Tens. Comp.
Purlins
R - Q 2470 -1832 N - M 1506 -1123
In lieu of structural panels or rigid ceiling use purins
A - R 913 -464 M - L 1506 -1123
to laterally brace chords as follows:
Q - P 2475 -1839 L - K 1040 -707
Chord Spacing(in oc) Start(ft) End(ft)
P - O 2088 -1544 K - J 1135 -789
TC 24 16.50 27.83
O - N 2088 -1544
BC 56 0.00 44.33
Apply purlins to any chords above or below fillers
Maximum Web Forces Per Ply (Ibs)
at 24" OC unless shown otherwise above.
Webs Tens.Comp. Webs Tens. Comp.
Loading
R-B 1831 -1961 F-N 497 -281
Truss passed check for 20 psf additional bottom chord
Q - C 198 -144 N - G 820 -724
live load in areas with 42"-high x 24"-wide clearance.
C - P 303 -188 G - L 1137 - 976
P - E 480 -184 L - I 1594 -1302
Wind
E - N 237 -164 I - K 1844 -1960
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 (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the
i
# 91231
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
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
Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvriaht C 2016 A-1 Roof Tni¢se_c - Renmdnctino of this doorman. in anv fmmo. N nmhihitnd vAhnut the written nannission of A-1 Roof Tnlsses.
Job Truss Truss Type Qty I Ply 02/09/2021
CHHS3B A08 HIPS 1 1 2613
14'6" -1 164" 14'6"
12
T 4 p
rr o3X4C
in A�3X4 B
1
-5X8
D
III1.5X4
E --
(a)
F
t-4X6
>(a)
H :3X4
3-
P
O N
M L K
J1111
1111.5X3
=3X4=3X6
=3X10 =3X6=4X6
SEAT PLATE RED.
35'
SEAT PI (+� T� PLAT 6 j �f� REQ.
St 5'4 '1
1L16
C
44W
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
TCLL: 20.00 Wind Std: ASCE 7-16
Code: FBC 7th Ed. 2020 Res.
PP Deflection in Ioc L/defl L/#
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.212 O 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.424 O 982 240
Q 1526 /- P
/883 /708 /130
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.058 B - -
J 1842 P P
/950 1771 P
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.117 B - -
J' 24 P P
/14 /3 P
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
R 337 /-119 P
/160 /168 P
NCBCLL: 10.00 TCDL: 5.0 sf
p
Max TC CSI: 0.963
Wind reactions based on
MWFRS
Load Duration: 1.25 BCDL: 5.0 psf
Q Brg Width = 8.0
Min Req = 1.5
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.964
J Brg Width = 8.0
Min Req = 2.2
C&C Dist a: 4.43 ft
Max Web CSI: 0.758
J Brg Width = 64.0
Min Req = -
Loc. from endwall: not in 13.00
ft
Wgt: 224.7 Ibs
R Brg Width = 8.0
Min Req = 1.5
GCpi: 0.18
Bearings Q, J, J, & R are
a rigid surface.
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12
Bearings Q, J, J, & R require
a seat plate.
Lumber
Maximum Top Chord Forces Per Ply (Ibs)
Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE +
Chords Tens.Comp.
Chords Tens. Comp.
SP M-31;
A - B 524 -838
E - F 2420 -2372
Bot chord: 2x4 SP #2; B1 2x4 SP 2400f-2.OE +
B - C 2335 - 2690
F - G 1568 -1580
SP M-31;
Webs: 2x4 SP #3; W6 2x6 SP #2;
C - D 2325 -2493
G - H 604 -267
Lt Slider: 2x6 SP #2; block length = 2.750'
D - E 2420 -2372
H -1 657 -724
Rt Slider: 2x6 SP #2; block length = 2.750'
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp.
Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on
member.
Q - P 2467 - 2052
M - L 1435 -1189
A - Q 835 - 504
L - K 1435 -1189
Plating Notes
P - O 2468 -2059
K - J 230 -420
All plates are 3X6(C6) except as noted.
O - N 2320 -1939
J - R 619 -1069
N - M 2320 -1939
Purlins
In lieu of structural panels or rigid ceiling use purlins
Maximum Web Forces Per Ply (Ibs)
to laterally brace chords as follows:
Webs Tens.Comp.
Webs Tens. Comp.
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 14.50 29.83
Q - B 1974 - 2075
M - F 1140 -1059
BC 71 0.00 44.33
P-C 213 -29
F-K 614 -586
Apply purlins to any chords above or below fillers
C - O 211 -250
K - G 1899 -1395
at 24" OC unless shown otherwise above.
D - O 365 - 8
G - J 1526 -17?8
D - M 145 - 348
H - R 623 - 593
Wind
E - M 740 -482
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 engineering Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
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.
('.nnvdnht 0 2016 A-1 Rnnf Tnisco_v - RenrCid-Ainn of thin dormant. in anv form. is nmhihand withont thn v"iff- namixdnn of A-1 Rod Tni>; -
Job Truss
CHHS3B A09
Truss Type
HIPS
Qty Ply 102/09/2021
1 1
2621
i 11" 1-11/16"
19'4"
11'11-11/16" —�
4 p
T
3X43X4 D
" to =4X6A(C6 g 6)C
v
1
=3X4
E—_ F
(a)
=3X6 III1.5X3
G H
(a)>J:—Z-.3X4
=6y 1
_=4X6CC��C6)
�3� 6 3X4
s-,Te•
U
T S R
Q P
O N
III1.5X3
=3X4 =H0308 =3X4
=3X8 =H0308
=3X4 III1.5X3
SELT/PLATE REQ.
41'4"
SEAT PLATE RQ.
6-?/L6rT/I
T-
43'3-3/8"
6"
Loading Criteria (psg Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Code:FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl
U# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.339 H 999
360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.684 H 714
244 B 1788 /- /- /1002 /822 /118
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.092 N -
- L 1788 /- /- /1002 /822 /-
EXP: C Kzt: NA
Des Ld: 40.00
Plate Type(s):
HORZ(TL): 0.187 N -
Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.1
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.769
L Big Width = 8.0 Min Re 2.1
9 q =
Load Duration: 1.25 BCDL: 5.0 sf
p
"
Max BC CSI: 0.989
Bearings B & L are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h/2 to h
Bearings B & L require a seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.999
Loc. from endwall: not in 6.50
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:232.4lbs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 20.01.01A.0724.12
A- C 667 -971 G - H 3786 -3944
Lumber
C - D 2959 -3370 H -1 3788 -3946
D - E 3766 -3927 I - J -3371
Top chord: 2x6 SP 2400f-2.0E; T2,T3 2x4 SP #2;
E - F 3766 -3927 J - K 2960 -3371
2960
Bot chord: 2x4 SP M-30; B2 2x4 SP #2;
Webs: 2x4 SP #3;
F - G 3786 - 3944 K - M 669 - 972
Lt Slider: 2x4 SP #2; block length = 1.750'
Rt Slider: 2x4 SP #2; block length = 1.750'
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a) Continuous lateral restraint equally spaced on
A - B 1003 - 675 R - Q 3950 -3465
member.
B - U 3068 -2608 Q - P 3194 -2738
U - T 3067 - 2613 P - O 3194 - 2738
Purlins
T - S 3195 -2742 O - N 3068 -2612
In lieu of structural panels or rigid ceiling use purlins
S - R 3195 -2742 N - L 3069 -2608
to laterally brace chards as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
TC 24 11.97 31.31
Webs Tens.Comp. Webs Tens. Comp.
BC 54 0.00 43.28
Apply purins to any chords above or below fillers
B - C 2487 -2647 H - Q 548 -353
at 24" OC unless shown otherwise above.
U - D 178 -2 Q - I 896 -964
D - T 207 - 389 1-0 236 -1
Wind
E - T 236 0 0-1 210 - 386
Wind loads based on MWFRS with additional C&C
E - R 878 -938 J - N 178 -3
member design.
R - F 584 -360 K - L 2487 -2646
Wind loading based on both gable and hip roof types.
F - Q 77 -71
"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
Ryan Bays, P.E.
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
i
# 91231
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
4451 St. Lucie Blvd, Suite 201
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
Fort Pierce, FL 34946
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.
Coovdoht 0201e A-1 Roof To-- RearMadian or this d-nnt. In am form. In nrnhihHed without the written narm&aJnn of A-1 Roof Tnrscns.
Job
CHHS3B
Truss
A10
Truss Type
HIPS
uty Hly ULIUU/Zuzl
1 1
2635
�1
-4)
ih
s-Tis•
I - 9'11-11/16"
12 =-6X8
4 F� D
23'4" -1 9'11-11/16" -{
=3X4 =H0308 1111.5X4 =6X8
E F G H
4X4
(C6)C
(a)
(a)
I-3X(C6
�6(C6B
K
Q P O N M L
1111.5X3 =H0308=4X4 =4X8=H0308 III1.5X3
Ire
3)
1 111-1 /16"TE REQ. 41'4" SEAT 11 1T1 f116EQQ.
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: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4.43 It
Loc. from endwall: not in 6.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x6 SP 2400f-2.OE; T2,T3 2x4 SP M-30;
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
B2 2x4 SP M-30;
Webs: 2x4 SP #3;
Lt Slider: 2x4 SP #2; block length = 1.750'
Rt Slider: 2x4 SP #2; block length = 1.750'
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.97 33.31
BC 57 0.00 43.28
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
43'3-3/8" 6-v5/16"
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.429 G 999 36
VERT(CL): 0.863 G 566 24
HORZ(LL): 0.099 1 - -
HORZ(TL): 0.201 1 -
Creep Factor: 2.0
Max TC CSI: 0.779
Max BC CSI: 0.949
Max Web CSI: 0.769
Wgt: 215.6 Ibs
VIEW Ver. 20.01.01A.0724.12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1788 /- /- /1003 /934 /101
J 1788 A /- /1003 /934 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 8.0 Min Req = 1.6
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - C 967 -1287 F - G 4550 -4676
C - D 3308 -3574 G - H 4552 -4677
D - E 4518 -4648 H -1 3305 -3573
E - F 4550 -4676 I - K 962 -1282
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 1315 -995 O - N 4685 -4286
B - Q 3284 -2927 N - M 3286 -2916
Q - P 3288 -2921 M - L 3286 -2916
P - O 3288 -2921 L - J 3282 -2922
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - C
2690 -2529
N - H
1533 -1620
D- Q
290 0
G- N
691 -457
D- O
1504 -1581
L- H
294 0
O - E
719 -463
I - J
2693 -2533
E - N
82 - 58
"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 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. Lude 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 Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvriaht a 2016 A-1 Rmf Tnt _c - Rnnradurtinn of thk dnnrmnnt. In mnv form. k nrohihited without the written -1-inn of A-1 Rmf Tn
02/09/2021
Job Truss
CHHS3B IA11
i- 7'11-11/16" i-
12
4 p =6X10
D
F 3X6(C6) o14X4
4X6A(C6)B C
6-T
S
III1.5X3
Truss Type
HIPS
=3X4
E
R Q
=4X6 = H0308
Qty Ply
1 1
27'4"
1111.5X4=4X6 =3X4
F G H
P O N
=3X8 =H0308=4X6
2629
-}�- 7'11-11/16"
=6X10
I
�3m4X6(C6)
6&
KZ4 L4 !!�
M
III1.5X3
11 ji_ 1 &6TE REQ. SEAT
AL 41'4" 1 I IT1 /f16�`Q
43'3-3/8" 6-y5/1 6e
Loading Criteria (psf) Wind Criteria '
Code / Misc Criteria
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.606 F 806 360
Loc R+ / R- / Rh / Rw ! U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 1.222 F 400 244
B 1788 /- P /1001 /935 /83
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.098 M - -
K 1788 P P /1001 /935 P
EXP: C Kzt: NA
Des 40.00
Plate Type(s):
HORZ TL : 0.199 M - -
( )
Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0
B Br Width = 8.0 Min Re 1.5
9 q =
CLLd:
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.719
K Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.956
Bearings B & K are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: 0 to h!2
Bearings B & K require a seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.817
Loc. from endwall: not in 6.50
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Wgt: 211.4 Ibs
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12
A- C 1066 -1275 G - H 5775 -5905
Lumber
C - D 3398 -3575 H -1 5159 -5255
Top chard: 2x6 SP 2400f-2.0E; M-30;
D - E 5159 - 5255 I - J 3398 - 3575
Bot chord: 2x4 :SP 2400f-2.0E + SP SP M-31-31:;
E - F 5775 -5905 J - L 1066 -1275
B2 2x4 SP M-30;
F - G 5775 -5905
Webs: 2x4 SP #3;
Lt Slider: 2x4 SP #2; block length = 1.750'
Maximum Bot Chord Forces Per Ply (Ibs)
Rt Slider: 2x4 SP #2; block length = 1.750'
Chords Tens.Comp. Chords Tens. Comp.
Bracing
A - B 1308 -1090 P - O 5322 -5006
(a) Continuous lateral restraint equally spaced on
B - S 3283 -3020 O - N 5322 -5006
member.
S - R 3286 -3013 N - M 3286 -3011
R - Q 5322 - 5008 M - K 3283 - 3019
Purlins
Q - P 5322 -5008
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp. Webs Tens. Comp.
TC 24 7.97 35.31
BC 53 0.00 43.28
B - C 2640 -2543 P - H 643 - 652
Apply puriins to any chords above or below fillers
D - S 213 0 H - N 894 - 679
at 24" CC unless shown otherwise above.
D - R 2144 -2M, N - 1 2144 -2177
Wind
R - E 894 - 679 M -1 213 0
E - P 643 -652 J - K 2640 -2543
Wind loads based on MWFRS with additional C&C
F - P 561 -377
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 (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
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 Fart Pierce, FL 34946
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 nvdnht 0) 2016 A-1 Rnnf Tnreses - Rn-ftntion of this do -Ant. in anv fnnn. is nrnhihtted without the written nennission of A-1 Rnnf Tnissec.
Job Truss Truss Type city Fly UZ/US/ZUZ7
CHHS3B Al2 I HIPS 1 2 2632
207# 122# 122# 122# 122# 122# 122# 122# 122# 122# 122# 122# 122# 122# 122# 12 207#
i i i i i i i i i i i i i i i + �- 6'6-3/8" --{
i 6'6" 131'4"
--1-- 6,6" --�
12
4 =6X10 =4X4 101.5X3=H0510 =3X4 =H0308=4X4 =6X10
C D E F G H I J
rs1TTTTT =3X6(C6)�3xa
e-4XA6(C6) B
313I4
T
III1.5X3
SEATPLATE REQ.
=3X10 =H0510 =3X10
41'4"
44'4"
=4X4 -H0510 =3X10
3X6(C61
Kz 3XX4-4X6(C6) ,
L
M V
1111.5X3
SEAT PLATIE'6REQ.
J
�- 6'6-3I8" - 3/8 2 -J- 2 - 2 2 2 2 7-1 /4T7-11�4" 2 -}- 2 2 2 2'
t_ �
191# 8'4#r 82# 82# 82# 82# 82# 82## 82## 82##i 82#♦ 82# 82# 82# 82# 82#i 19-1#�
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: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 0.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4.43 ft
Loc. from endwall: not in 6.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T2,T3 2x4 SP 2400f--2.OE +
SP M-31;
Bot chord: 2x6 SP 2400f-2.OE;
Webs: 2x4 SP #3; W2 2x4 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.750'
Rt Slider: 2x4 SP #3; block length = 1.750'
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 61 pif at 0.00 to 61 pif at 6.50
TC: From 31 pif at 6.50 to 31 pif at 37.83
TC: From 61 plf at 37.83 to 61 plf at 44.33
BC: From 20 plf at 0.00 to 20 plf at 6.53
BC: From 10 plf at 6.53 to 10 pif at 37.80
BC: From 20 plf at 37.80 to 20 plf at 44.33
TC: 207 lb Conc. Load at 6.53,37.80
TC: 122 lb Conc. Load at 8.56,10.56,12.56,14.56
16.56,18.56,20.56,22.17,23.77,25.77,27.77,29.77
31.77,33.77,35.77
BC: 191 lb Conc. Load at 6.53,37.80
BC: 82 lb Conc. Load at 8.56,10.56,12.56,14.56
16.56,18.56,20.56,22.17,23.77,25.77,27.77,29.77
31.77,33.77,35.77
Code / Misc Criteria DefI1CSl Criteria
♦ Maximum Reactions (Ibs)
Code:FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl
L/# Gravity Non -Gravity
TPI Std: 2014 VERT(LL): -0.967 E 505
360 Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: No VERT(CL): 1.586 E 308
244 U 3092 /- /- /- /2083 /-
FT/RT:10(0)/10(10) HORZ(LL): -0.119 C -
- V 3092 /- /- /- /2083 /-
Plate Type(s): HORZ(TL): 0.196 C
Wind reactions based on MWFRS
WAVE, HS Creep Factor: 2.0
U Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.929
V Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.989
Bearings U & V are a rigid surface.
Bearings U & V require a seat plate.
Max Web CSI: 0.707
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:467.6lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 20.01.01A.0724.12 A- B 1308 -1942 G - H 4832 -7083
Purlins
B - C 2105 -3047 H -1 4832 -7083
C - D 3943 - 5767 I - J 3933 - 5750
In lieu of structural panels or rigid ceiling use purlins
D - E 4832 -7076 J - K 2110 -3054
to laterally brace chords as follows:
E - F 4832 -7076 K - L 1319 -1956
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 6.50 37.83
F - G 4832 -7076
BC 76 0.00 44.33
Apply purins to any chords above or below fillers
Maximum Bot Chord Forces Per Ply (Ibs)
at 24" OC unless shown otherwise above.
Chords Tens.Comp. Chords Tens. Comp.
Wind
U - T 2847 -1966 P - O 5855 -4020
Wind loads and reactions based on MWFRS.
A - U 1881 -1260 O - N 5855 -4020
Wind loading based on both gable and hip roof types.
T - S 2834 -1949 N - M 2841 -1954
S - R 5870 -4029 M - K 2854 -1971
R - Q 5870 -4029 K - L 1895 -1271
Q - P 7121 -4873
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - T
265 - 210
G - P
305
- 276
C - S
3107 - 2107
P -1
1308
- 862
S - D
634 -760
I - N
642
-774
D - Q
1281 -850
N - J
3081
-2090
E - Q
302 -272
M - J
262
-204
Q - G
44 - 50
"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 engineerinE Ryan Bays, P.E.
responsibility for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231
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 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 Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
C nvriaht rd 2016 A-1 Ronf Tnianna- Ra-diintinn of thin dormant. In am fnrm. is nmhihitad without the vmttan nennincion of A-1 Rmf Tnrccnc,
4
Job
CHHS3B
Truss Truss Type
B01 I SPEC
Qty Ply
3 1
02/09/2021
2651
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
11
I--6'7-1/6•
,92-,/6•
6'2-7/6'.�
main v 4
V4.PLATE REQ.
YYfr 14'6'
171 7181 67-10 Y4-116• 6'2-7/6' �{
r 10'4.at4' 4•- �-I
lsoa 15
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x8 SP 2400f-1.8E;
T2 2x4 SP 2400f-2.0E + SP M-31;
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
B2 2x6 SP 2400f-2.OE;
Webs: 2x4 SP #3; W4 2x8 SP 2400f-1.8E;
W7 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.750'
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 72 0.00 5.99
BC 67 9.53 15.10
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.
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code:FBC 7th Ed. 2020 Res.
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.276 F 614 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Varies by Ld
C Vr:RT(CL): 0.706 F 240 240
B 787 /_ /_ /403 /272 /278
FT/RT:10(0)/10(10)
HORZ(LL): 0.120 M - -
K 852 /- /- /294 /297 /-
Plate Type(s):
HORZ(TL): 0.307 M - -
Wind reactions based on MWFRS
WAVE, HS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.669
K Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.199
Bearings B & K are a rigid surface.
Max Web CSI: 0.349
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:117.6Ibis
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 20.01.01A.0724.12
B - C 135 -509 E - F 159 -586
F - G 4814 - 5061 G - H 710 -1165
A-B 15 0 H - 1 716 -1147
C - D 487 -1026 I - J 64 - 98
D - E 526 -1021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - O 920 - 827 G - M 1389 -1063
O - N 825 -700 M - L 1391 -1073
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-C
984 -1104
M-1
319 -190
D - O
233 -136
I - L
1173 -1503
O - E
129 -158
L - K
666 - 851
E-N
1158 -1356
L-J
155 -72
N - F
1211 -1004
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless othervrise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional 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 491231
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 Fort Pierce, FL 34946
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.
Cnnvrinht 02016 A-1 RoofTn4 s-RnnrnduMinn ofthis dnm,ment. in am form. Lc nmhihited withnut Ilia vrtiften nenmu%inn of A-1 Rmf Tnizvec.
Job
CHHS3B
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Truss Truss Type
B02 I HIPM
iClli1
Qty Ply 02/09/2021
1 1
'— 1'8"
gEE5X6 III1.5X3
D E
SEAT PLATE REQ. SEAT PLATE REQ.
1'6" j 14'8"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Lt Slider: 2x6 SP #2; block length = 2.750'
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 14.50 16.17
BC 75 0.00 16.17
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.
167
2592
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Factors Used: Yes
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.058 C 999 360
VERT(CL): 0.118 C 999 240
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 737 /- P /454 /262 /253
FT/RT:10(0)/10(10)
HORZ(LL): -0.027 B - -
1 578 P /- /313 /272 P
Plate Type(s):
HORZ(TL): 0.055 B - -
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
H Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.807
1 Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.667
Bearings H & I are a rigid surface.
Max Web CSI: 0.937
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:88.9lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.01.01A.0724.12
A - B 85 -489 C - D 783 - 962
B- C 622 - 955 D- E 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
H - G 868 - 882 G - F 155 - 211
A-H 519 -53
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp. Webs Tens. Comp.
H - B
1059 -1025 D - F 652 - 480
C - G
566 - 361 E - F 117 - 50
G - D
848 -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 engineerin
Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# g1231
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
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
Fort Pierce, FL 34946
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.
Cnnvriaht9) 2016 A-1 Roof Tm. m— RA—diintinn of this dmiment. in nnv torn. is nrohihited withni t the written orris inn of A-1 RnnfTnsc .
A
Job Truss Truss Type City Ply 02/09/2021
CHHS3B I B03 I HIPM 11 1 I 2593
3-1sTie-
SEAT PLATE REQ.
1� 1.6" — -
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: C Kzt: NA
Des Ld: 40.00 Mean Height: 25.00 ft
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Lt Slider: 2x6 SP #2; block length = 2.750'
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chard Spacing(in oc) Start(ft) End(ft)
TC 24 12.50 16.17
BC 75 0.00 16.17
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.
12'6" 13,8" --�
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
16'2°
-5X6 III1.5X4
D E
14W
Defi/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.054 C 999 361
VERT(CL): 0.108 C 999 241
HORZ(LL): -0.024 B - -
HORZ(TL): 0.050 B - -
Creep Factor: 2.0
Max TC CSI: 0.659
Max BC CSI: 0.826
Max Web CSI: 0.537
Wgt: 81.9 Ibs
VIEW Ver. 20.01.01A.0724.12
to
-v
SEAT PLATE REQ.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 737 /- /- /454 /274 /218
1 578 !- /- /307 /288 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
1 Brg Width = 8.0 Min Req = 1.5
Bearings H & I are a rigid surface.
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 115 -412 C - D 883 -985
B- C 759 - 988 D- E 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
H - G 898 -964 G - F 336 -490
A - H 443 - 79
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - B 1076 -1076 D - F 745 - 510
C - G 451 -252 E - F 257 -112
G - D 672 - 541
•'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
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 Fort Pierce, FL 34946
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.
r.nnvrinht 9) 2016 A-1 Rmf T.— — R—dudim of this dmvmant, in anv form. is nmhihftad vrithnut the wndan—Issinn of A-1 Rmf Tmc c.
Job Truss I rusS I ype (.try I illy UZ1Uy1LU11
CHHS3B B04 HIPM 1 1
2594
3-1T6•
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
10'6" 15'8"
=5X6 1113X4(R)
D E
SEAT PLATE REQ. SEAT PLATE REQ.
1'6" 14'8"
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Lt Slider: 2x6 SP #2; block length = 2.750'
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 10.50 16.17
BC 75 0.00 16.17
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.
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.040 C 999 361
VERT(CL): 0.064 C 999 241
HORZ(LL): -0.008 F - -
HORZ(TL): 0.014 B - -
Creep Factor: 2.0
Max TC CSI: 0.759
Max BC CSI: 0.710
Max Web CSI: 0.729
Wgt: 86.1 Ibs
VIEW Ver. 20.01.01A.0724.12
1
m
co
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
H 737 /- P /452 /434 /258
1 578 P P /302 /414 P
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
1 Brg Width = 8.0 Min Req = 1.5
Bearings H & I are a rigid surface.
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 85 - 519 C - D 773 - 695
B-C 951 -886 D-E 819 -617
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
H - G 804 -1074 G - F 10 -20
A - H 538 -59
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - B 1352 - 983 G - E 721 - 949
C - G 294 -192 E - F 859 - 537
D - G 525 -177
r
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
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 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 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 Fort Pierce, FL 34946
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 areas defined in TPI-1.
C nvriahtQ 2016 A-1 RwfTnissss- Ranrodiidinn of this dnnrment. in anv form. is nmhihitad without thn wriftnn nermissinn of A-1 Rant Tn
Job
CHHS3B
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Truss Truss Type Qty Ply 02/09/2021
B05 I HIPM 11 1
354# 181q 181# 181
i
3-1K:W
6'6° + 78° --7
M2x4
SEAT PLATE REQ. SEAT PLATE REQ.
I--1'6° j . 14'8°
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 :SP 2400f-2.0E + SP M-31:;
T2 2x4 SP #2;
Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:;
B2 2x4 SP M-30;
Webs: 2x4 SP #3;
Lt Slider: 2x6 SP #2; block length = 2.750'
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 61 plf at 0.00 to 61 plf at 8.50
TC: From 31 plf at 8.50 to 31 plf at 16.17
BC: From 20 plf at 0.00 to 20 plf at 8.65
BC: From 10 plf at 8.65 to 10 plf at 16.17
TC: 354 lb Conc. Load at 8.53
TC: 181 lb Conc. Load at 10.56,12.56,14.56
BC: 422 lb Conc. Load at 8.53
BC: 122lb Conc. Load at 10.56,12.56,14.56
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 8.50 16.17
BC 69 0.00 16.17
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.
16T"
8'6-3/8° 2'0-3/8" � 2 --J-- 2
422# 12 122# 12
Code / Misc Criteria
Code:FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
DefI/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): -0.117 C 999 36,
$JtRT(CL): 0.200 H 107 24
HORZ(LL): 0.064 B - -
HORZ(TL): 0.132 B - -
Creep Factor: 2.0
Max TC CSI: 0.704
Max BC CSI: 0.976
Max Web CSI: 0.755
Wgt: 83.3 Ibs
VIEW Ver: 20.01.01A.0724.12
2609
T
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- !Rh /Rw /U /RL
1 1294 /- /- /- /925 /-
J 1394 /- /- P /1005 P
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
J Brg Width = 8.0 Min Req = 1.6
Bearings I & J are a rigid surface.
Bearings I & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 192 - 586 C - D 1161 -1597
B - C 1590 - 2143 D - E 1161 -1597
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
I - H 1958 -1440 H - G 1981 -1445
A-1 582 -182 G-F 10 -7
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
I - B
1525 -1768
D - G
626 - 574
C - H
450 - 99
G - E
1982 -1441
C-G
354 -480
E-F
1011 -1318
**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 P.E.
Ryan # Bays, , 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 field91231
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 Fort Pierce, FL 34946
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.
Cnmvrinht Q121116 A-1 Roof Tnis s-Renmdurdinn of this dw-rit. in env form. is nmhihhrd without thn wditan nArmission of A-1 RoofTnt ssm.
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B I B06 HIPM 1 1 2595
3-1Z51 -
14'4" -i T10"
=6X6 11=15gl)
F
AK
0
SEAT PLATE REQ. SEAT PLATE REQ.
1,6n 20'8"
{— 2'6" 1
227
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.102 1 209 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.170 D 999 240
J 1153 /- /- /745 /563 /298
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.048 C - -
K 815 /- /- /423 /444 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.067 C - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 2
J Big Width = 8.0 Min Re 1.5
g q
NCBCLL: 10.00 TCDL: 5.0 psf
0.
Max TC CSI: 0.720
K Big Width = 8.0 Min Req 1.5
Load Duration: 1.25 BCDL: 5.0 psi
Max BC CSI: 0.552
Bearings J & K are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Bearings J & K require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.769
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Wgt: 128.8 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 20.01.01A.0724.12
B - C 85 -657 D - E 871 -1005
Lumber
A-B 52 0 E-F 889 -980
C - D 1205 -1445 F - G 948 - 895
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.0E +
SP M-31;
Bot chord: 2x6 SP 2400f-2.OE; B2 2x6 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Webs: 2x4 SP #3;
Chords Tens.Comp. Chords Tens. Comp.
Lt Slider: 2x4 SP #3; block length = 1.750'
J-B 761 -99 I-H 0 0
Bracing
J -1 1324 -1371
(a) Continuous lateral restraint equally spaced on
member.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Purlins
In lieu of structural panels or rigid ceiling use purlins
B - C 1557 -1171 I - G 1051 -1112
to laterally brace chords as follows:
D - I 428 -446 G - H 981 -747
Chord Spacing(in oc) Start(ft) End(ft)
F - I 649 -249
TC 24 14.33 22.17
BC 120 0.00 22.17
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.
r
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 (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231
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 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 Fort Pierce, FL 34946
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.
Cnnvrinht ei 2016 A-1 Rmf T.LCseis — R—th,dinn 0 this dnnrment. in anv form. is nrnh1hited without tha Written nennission of A-1 Roof Tnis v.
Job Truss Truss Type Qty Ply 02/09/2021
CHHS36 B07 I HIPM 11 I
1 I 2596
3-1Ts-
SEAT PLATE REQ.
f — 1-6"
12'6"
9,8„
=5X6 =3X4 III1.5X4
D E F
20'8"
22'2"
L
SEAT PLATE REQ.
T
ZD
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.084 C
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.168 C
999 240 K 978 /- /- /581 /374 /218
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.030 B
- - L 823 /- /- /430 /479 /-
EXP: C Kzt: NA
Des Ld: 40.00 Mean Height: 25.00 ft
Plate Type(s):
WAVENCB
HORZ TL : 0.060 B
- - Wind reactions based on MWFRS
: BCDL: 5.0 psf
Creep Factor: 2.0
K Brg Width = 8.0 Min Req = 1.5
Load Du
Duration:
Load Duration: 1.25 BCDL: 5.0 psf
Max TC CSI: 0.810
L Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.966
Bearings K & L are a rigid surface.
C&C Dist a: 3.00 ft
Max Web CSI: 0.734
Bearings K & L require a seat plate.
Lac. from not in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
i: 0.18
GCpl:
Wgt: 114.1 Ibs
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
VIEW Ver. 20.01.01A.0724.12
A - B 180 -282 D - E 1185 -1064
Lumber
B- C 1290 -1430 E- F 0 0
Top chord: 2x4 SP #2;
C - D 1162 -1168
Bot chord: 2x4 SP #2; B2 2x4 SP M-30;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Lt Slider: 2x6 SP #2; block length = 2.750'
Chords Tens.Comp. Chords Tens. Comp.
Purlins
K-J 1303 -1412 I-H 1303 -1417
In lieu of structural panels or rigid ceiling use purlins
A - K 279 -159 H - G 720 -976
to laterally brace chords as follows:
J - 1 1303 -1417
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 12.50 22.17
Maximum Web Forces Per Ply (Ibs)
BC 87 0.00 22.17
Webs Tens.Comp. Webs Tens. Comp.
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
K - B 1408 -1342 H - E 473 -279
J-C 131 -4 E-G 1294 -954
Wind
C - H 242 - 257 F - G 236 -120
Wind loads based on MWFRS with additional C&C
D - H 213 -5
member design.
Right end vertical not exposed to wind pressure.
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 (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 P.E.
, Bays n 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 RyaBays,
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 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 Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all patties 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.
Convdnht a) 2016 A-1 Ronf T.,--- Renrnd-dion of this document. in anv form. in nmhlhned without tho wntten nermiscion of A-1 Rnof Tninnes.
Job Truss
CHHS3B I B08
Truss Type City I Ply
HIPM 1 1
02/09/2021
2597
3-1T'
10'6"
11'8"
r.
1111.5X4
SEAT PLATE REQ.
1 V.i 20'8"
22'2"
iL
SEAT PLATE REQ.
Loading Criteria (psQ Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.079 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.138 J 999 240
K 978 /- /- /578 1603 /258
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.018 G - -
L 823 /- /- /426 /569 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.030 G - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
K Brg Width = 8.0 Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.849
L Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.955
Bearings K & L are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
Bearings K & L require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.705
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Wgt: 118.3lbs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12
A- B 66 -340 D - E 1357 -1040
Lumber
B - C 1477 -1395 E - F 1357 -1040
C-D 1442 -1313
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Lt Slider: 2x6 SP #2; block length = 2.750'
Chords Tens.Comp. Chords Tens. Comp.
Bracing
K - J 1262 -1520 I - H 1214 -1457
A - K 343 -64 H - G 11 -15
(a) Continuous lateral restraint equally spaced on
J -1 1214 -1457
member.
Purlins
Maximum Web Forces Per Ply (Ibs)
In lieu of structural panels or rigid ceiling use purlins
Webs Tens.Comp. Webs Tens. Comp.
to laterally brace chords as follows:
K - B 1733 -1405 E - H 821 -395
Chord Spacing(in oc) Start(ft) End(ft)
C - J 209 - 206 H - F 1203 -1569
TC 24 10.50 22.17
BC 67 0.00 22.17
D - J 265 0 F - G 1106 - 772
Apply purlins to any chords above or below fillers
D - H 148 -204
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.
}
**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 Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 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 Fort Pierce, FL 34946
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 daht 0) 2016 A-1 Roof Tnisses — RanrMurlion of this doni—nt. in anv fnrm. is nmhihhed without the wnttan nrnni, Ginn of A-1 Roof To —
JOD
CHHS3B
Iuss Truss Type
B09 I HIPM
1ty I y 102/09/2021
1
2648
Loading Criteria (ps0
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
31�E
r 8'6"
174181#4 181+
'i
W3 x8
1814+ 181+ 181#4 1814 181 vq"
13'8"
m4x4
SEAT PLATE REQ. SEAT PLATE REQ.
1'6° A 20'8'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 :SP 2400f-2.OE + SP M-31:;
Bot chord: 2x6 SP 2400f-2.OE;
Webs: 2x4 SP #3; W3 2x4 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.750'
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 0.00 to
61 pif at 8.50
TC: From 31 plf at 8.50 to
31 plf at 22.17
BC: From 20 plf at 0.00 to
20 plf at 8.50
BC: From 10 plf at 8.50 to
10 plf at 22.17
TC: 174 lb Conc. Load at 8.50
TC: 181 lb Conc. Load at 9.15,11.15,13.15,15.15
17.15,19.15,21.15
BC: 300 lb Conc. Load at 8.50
BC: 122 lb Conc. Load at 9.15,11.15,13.15,15.15
17.15,19.15,21.15
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 8.50 22.17
BC 68 0.00 22.17
Apply purling 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.
22'2"
7 131 jj 2�212 22122# 221
300# 122# 122# 122#
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
DeflICSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.226 C 999 361
§q-"-RT(CL): 0.345 1 709 240
HORZ(LL): 0.060 B - -
HORZ(TL): 0.103 B - -
Creep Factor: 2.0
Max TC CSI: 0.887
Max BC CSI: 0.990
Max Web CSI: 0.875
Wgt: 119.0 Ibs
VIEW Ver.20.01.01A.0724.12
T
to
N
lh
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 1838 /- /- P /1316 P
K 1998 /- /- /- /1420 P
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
K Brg Width = 8.0 Min Req = 1.7
Bearings J & K are a rigid surface.
Bearings J & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 1318 -2091 C - D 2593 -3623
B - C 2577 -3528 D - E 2593 -3623
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
J -1 3286 - 2389 H - G 3301 - 2385
A - J 2023 -1260 G - F 33 - 30
I- H 3301 -2385
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C -1 292 0 G - E 3877 - 2768
C - G 409 -224 E - F 1417 -1794
D - G 1104 - 980
-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 TOD, only Alpine '
connector plates shall be used for the TOD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 491231
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 4451 St. Lurie Blvd, Suite 201 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 Fort Pierce, FL 34946
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.
C.nnvdoht 02016 A-1 Rnnf Tn-RenmNmtinn of thLa do fitment. in anv fnnn. Le nmhlhitnd without the written nesmicdnn of A-1 Rnnf Tntcwa.
Job
CHHS3B
Iruss buss type
CA 1 JACK
%8y r ly I u"1ua1
zuz r
8 1
2598
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
12
4 F,�
B
2X4(A1) A T
_T_ 7-15/16"
3-15/�16"
C
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(!n oc) Start(ft) End(ft)
BC 8 0.36 1.00
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
""` BEARING ANALOG MODIFIED!
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.000 - 360
VERT(CL): 0.000 - 240
HORZ(LL):0.000 - - -
HORZ(TL):0.000 - - -
Creep Factor: 2.0
Max TC CSI: 0.021
Max BC CSI: 0.007
Max Web CSI: 0.000
Wgt: 4.2 Ibs
VIEW Ver. 20.01.01A.0724.12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 35 ' /- /46 /25 /32 /26
C 21 /- /46 /11 /6 139
Wind reactions based on MWFRS
B Brg Width = 1.5
C Brg Width = 1.5
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 55 -131
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - C 156 -49
r
"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 SL 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 Fart Pierce, FL 34946
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.
Cnnvriaht O 2016 A-1 Roof Tnrssac — RanrMnrlinn of this don—rit. in anv fnnn. is nrnhihitad withnut tha vnittan nannission of A-1 Roof Tnrecas..
Job
CHHS3B
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x6 SP #2;
Truss Truss Type Qty Ply 02/09/2021
CJ3 I JACK 18 1
12
4 p C
1111.5X B
T
X4(A1 HB 11-1/4"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Plating Notes
(") 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
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 36 0.00 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.
F1 ` JE D
1113X6(")
SEAT PLATE REQ.
i- -1'6" __I
�-- 2-0-3/4"
f 3'
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.019 E 999 36i
VERT(CL): 0.037 E 661 24
HORZ(LL): -0.006 C - -
HORZ(TL): 0.013 C
Creep Factor: 2.0
Max TC CSI: 0.279
Max BC CSI: 0.191
Max Web CSI: 0.104
Wgt: 11.9 Ibs
VIEW Ver: 20.01.01A.0724.12
2599
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
F 389 /- /- /321 /208 /73
D - /-79 /- /59 /85 /-
C - /-85 /- /41 /75 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 75 -249 B - C 28 -40
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- E 288 -43 E- D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 674 -237
•'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 (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
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 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 responsibllity, 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 responslbilities and duties of the Truss Fort Pierce, FL 34946
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.
Cn rinht 0 20116 A-1 Rnnf Tnrccrtc — R.—cludinn of tW Annrmnnl. to env fnnn. Lc nmhihh.d vdthnul the wftt- mmii Wnn mf A-1 Ronf T.,-..,.
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B I CJ5 I JACK g 1 2600
2X
3-15 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: C Kzt: NA
Des Ld: 40.00 Mean Height: 25.00 ft
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Lt Slider: 2x6 SP #2; block length = 2.750'
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 60 0.00 5.00
Apply 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.
12 C
A
SEAT PLATE REQ.
�--- 1'6" -"�
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
5'
Defi/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.040 B 962 36(
VERT(CL): 0.032 B 999 24(
HORZ(LL): -0.026 B - -
HORZ(TL): 0.029 B -
Creep Factor: 2.0
Max TC CSI: 0.576
Max BC CSI: 0.235
Max Web CSI: 0.190
Wgt: 21.7 Ibs
VIEW Ver. 20.01.01A.0724.12
11
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
E 316 /- /- /233 /148 /122
D 52 /- P 128 /- P
C 76 P P /25 1100 P
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 381 - 936 B - C 24 - 90
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
E- D 0 0 A- E 993 - 335
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
E - B 908 -411
Y
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TOO) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOO, only Alpine
connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineetin
responsibility for the design of the single Truss depicted on the TOO only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 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 091231
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the Too and the practices and 4451 SL 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 Fort Pierce, FL 34946
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.
Cnnvrinht®201a A-1 Roar Tntcsas— Renmtlnrlinn of this dmaimanf. In anvf .k nmhiNtsd without the wndan nsnnicirm of A-1 Rnnf Tmcanc.
goo Truss Truss Type Qty Ply 02/09/2021
CHHS3B I CJ7 I JACK 14 1 2601
Loading Criteria (p5r)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
-2Xe
SEAT PLATE REQ.
�— 1'6"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP 42;
Lt Slider: 2x6 SP #2; block length = 2.750'
Purlins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 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.
C
7'
LO
ti
CN
1
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): -0.121 B 516 360
Loc R+ / R- / Rh / Rw / U / RL
E 381 /- /- /264 /188 1172
Rep Factors Used: Yes
VERT(CL): 0.115 B 545 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.084 B - -
D 92 /- /- /50 /4 /-
Plate Type(s):
HORZ(TL): 0.094 B - -
C 137 /- /- /52 /163 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.850
E Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.498
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.255
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Wgt: 27.3 Ibs
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 20.01.01A.0724.12
Chords Tens.Comp. Chords Tens. Comp.
A - B 475 -1214 B - C 43 -136
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. C
E- D 0 0 A- E 1257 -429
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
E - B 1156 - 529
"WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional 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 Fort Pierce, FL 34946
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 nvrinht to 2016 AA Reef Tnissas— RenrMuntinn of this dwiment. in anv fnnn. is nmhihited withnid the wnhen narmission of A-1 Rod Tnicses.
Job
CHHS3B
Truss Truss Type c.tty Irly
HJ5 I HIP_ 2 1
UZ/UU/ZUZI
2606
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP 42;
Lt Wedge: 2x6 SP 42;
3-1Te-
70# -38# 152#
12 B
SEAT PLATE REQ.
�- 2'0-11/16"
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Special Loads
f
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 pif at 0.00 to 2 plf at 9.13
BC: From 2 plf at 0.00 to 2 plf at 9.13
TC: 70 lb Conc. Load at 1.46
TC: -38 lb Conc. Load at 4.29
TC: 152 lb Conc. Load at 7.12
BC: 42 lb Conc. Load at 1.46
BC: -75 lb Conc. Load at 4.29
BC: 104 lb Conc. Load at 7.12
Purlins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in cc) Start(ft) End(ft)
BC 75 0.00 9.13
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.
9'1-9/16" -1
1-5-1/2' --�- 2'9-15/16" - 2-9-15/16"
42# -75# 104#
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.062 C 999 36
qT--RT(CL): -0.064 C 999 24
HORZ(LL): -0.083 C - -
HORZ(TL): 0.084 C -
Creep Factor: 2.0
Max TC CSI: 0.704
Max BC CSI: 0.626
Max Web CSI: 0.000
Wgt: 32.2 Ibs
VIEW Ver. 20.01.01A.0724.12
♦ Maximum Reactions (Ibs)
Gravity
Loc R+ / R- / Rh
Non -Gravity
/Rw /U /RL
A 382 /- /- /- 1371 /-
C 109 /- P /- /48 P
B 85 P /- /- /156 P
Wind reactions based on MWFRS
A Brg Width = 11.3 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 43 -35
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 0 0
t.
-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 engineednE
Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 91231
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
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
Fort Pierce, FL 34946
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.
Cnnvdnht 0 2n16 A-1 Rnnf Tniscns - RnnmNrniinn of this domrmnnt. in anv fnnn. Is nmhihded vdthout thn vrdtten nnrmission of A-1 Rnnf Tniscas.
Job
CHHS3B
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Truss Truss Type
HJ8 I HIP_
70#
4 -38#+
City Ply 02/09/2021
2 1
152# 273#
+-- 2'0-3/16"
D
T
1
SEAT PLATE REQ.
f - 2'0-11 /16" --{
r 11'11-1/2"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP M-30;
Webs: 2x4 SP #3;
Lt Slider: 2x6 SP #2; block length = 3.889'
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 2 plf at 0.00 to 2 plf at 11.96
BC: From 2 plf at 0.00 to 2 plf at 11.96
TC: 70 lb Conc. Load at 1.46
TC: -38 lb Conc. Load at 4.29
TC: 152 lb Conc. Load at 7.12
TC: 273 lb Conc. Load at 9.94
BC: 42 lb Conc. Load at 1.46
BC: -75 lb Conc. Load at 4.29
BC: 104 lb Conc. Load at 7.12
BC: 184 lb Conc. Load at 9.94
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 93 0.00 11.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
2'9-15116"-- 2'9-15/16" 2'9-15116"
75
42# 104# 84
2607
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): -0.048 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
G 451 /- /- /- /493 /-
Rep Factors Used: Varies by Ld C
$II1=-RT(CL): 0.054 C 999 240
FT/RT:10(0)/10(10)
HORZ(LL):-0.010 B - -
E 300 !- /- /- /223 /-
Plate Type(s):
HORZ(TL): 0.019 B - -
D 174 /- /- /- /187 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.970
G Brg Width = 11.3 Min Req = 1.5
Max BC CSI: 0.989
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.311
D Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Wgt: 53.2 Ibs
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 20.01.01A.0724.12
Chords Tens.Comp. Chords Tens. Comp.
A-B 133 -214 C-D 76 -60
B - C 731 -482
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
G- F 465 -723 F- E 0 0
A - G 204 -120
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - B 655 -280 C - F 753 -485
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
RyaP.E.
n Bays,
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 ]Be, 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
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
Fort Pierce, FL 34946
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.
Cnnvdnht M 2mtfi A-1 Roof To-, - RRnmd-Jinn of this dormant. In Rnv form. is nmhihitad without the wridRn nnnni. don of A•1 Roof Tmcsea.
Job
CHHS3B
Truss
R
Truss Type Qty I Ply
EJAC 17 1
02/09/2021
2603
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
3-15E6"
SEAT PLATE REQ.
1'6"
I_ 6r6"
r-
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Lt Slider: 2x6 SP #2; block length = 2.750'
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 6.50
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.
C
T
T
In
r
In
1
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): -0.096 B 589 360
Loc R+ / R- / Rh / Rw / U / RL
E 364 /- /- /255 /177 /159
Rep Factors Used: Yes
VERT(CL): 0.087 B 647 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.066 B - -
D 82 /- /- /45 /4 P
Plate Type(s):
HORZ(TL): 0.074 B - -
C 122 P P /45 /147 P
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.718
E Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.413
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.238
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Wgt: 25.9 Ibs
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 20.01.01A.0724.12
Chords Tens.Comp. Chords Tens. Comp.
A - B 449 -1142 B - C 38 -126
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
E-D 0 0 A-E 1190 -403
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
E - B 1091 -497
4
"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 englneedn
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
'491231
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
Fort Pierce, FL 34946
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 nwtoht 0 2016 A-1 Roof To.-- Renrn Notinn of this der anent. in anv fnrm, is nrnhihhnd without the written nennic'no or A-1 Roof Tnrecnc.
Job
CHHS3B
Truss Truss Type
A I EJAC
Qty Ply 02/09/2021
11 1 1
2604
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
T
3-15/16°
SEAT PLATE REQ.
I- 8r6n
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 :SP 2400f-2.OE + SP M-31:;
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
Lt Slider: 2x6 SP #2; block length = 2.750'
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 8.50
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.
C
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): -0.166 B 485 360
Loc R+ / R- / Rh / Rw / U / RL
E 437 /- /- /292 /220 /209
Rep Factors Used: Yes
VERT(CL): 0.172 B 467 240
FT/RT:10(0)/10(10)
HORZ(LL):-0.116 B - -
D 122 /- /- /66 /5 /-
Plate Type(s):
HORZ(TL): 0.130 B - -
C 181 /- /- 772 /210 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.592
E Brg Width= 8.0 Min Req = 1.5
Max BC CSI: 0.353
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.298
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Wgt: 34.3 Ibs
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 20.01.01A.0724.12
Chords Tens.Comp. Chords Tens. Comp.
A - B 581 -1470 B - C 57 -164
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
E-D 0 0 A-E 1494 -531
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
E - B 1395 - 654
—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 frDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the 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 (BBC[) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Fort Pierce, FL 34946
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.
Cnnvriaht ui 2016 A-1 Roof To-- Ramoduction of ftdormant. In nov form.I% nmhihited vnthont tha vnlhen nennicdoo of A-1 Roof Tni¢cec.
Job
CHHS3B
Truss
J8B
Truss Type city I my UL/US/LUG1
MONO 1 1
2605
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
3.1Te'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Lt Slider: 2x6 SP #2; block length = 2.750'
Plating Notes
All plates are 2X4(C6) except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 8.50
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.
6'9-7/16" _ 1_ 1'8-9/16" --{
8'6"
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TIP] Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.055 B 999 36(
VERT(CL): 0.070 B 857 24(
HORZ(LL): -0.038 B - -
HORZ(TL): 0.047 B - -
Creep Factor: 2.0
Max TC CSI: 0.557
Max BC CSI: 0.459
Max Web CSI: 0.304
Wgt: 37.1 Ibs
VIEW Ver. 20.01.01A.0724.12
T
l
♦ Maximum Reactions (Ibs), or.=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
G 350 /- A /245 /131 /148
H' 56 /- /- /29 /29 /-
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.5
H Brg Width = 76.0 Min Req = -
Bearings G & G are a rigid surface.
Bearings G & G require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 432 -1049 C- D 0 - 33
B - C 37 - 204
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
G-F 10 -26 F-E 0 0
A - G 1091 -385
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - B 924 -487 C - F 640 - 254
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Ban n Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rya
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 4451 St Ludo 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 Fort Pierce, FL 34946
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.
Conurtnht R12m1a A-1 Rnnf Tn— RenrMud i.n of Ihin dmininnt. in anu fomn. is nmhihited without the vnittnn r—riinninn of A-1 Ronf Tnisson.
10/2P/2020 HIP/ KING JACK (TYPICAL) STDL 01.0
�=A-1 ROOF
= TRUSSES
A FLORIDA CORPORATION
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
(772)407-1010
ATTACH END JACKS USING (4)
0.131" 0 TOE NAILS AT TOP
CHORD & (3) 0.131" 0 TOE
NAILS AT BOTTOM CHORD.
ATTACH KING JACK USING
(3) 0.131" 0 TOE NAILS AT
TOP CHORD & BOTTOM
CHORD.
ATTACH CORNER JACKS USING
(2) 0.131" 0 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
Fart Pierce, FL 34946
5/28/2020 HIP/ KING JACK (HVHZ) STDL 02.2
�A-1 HOOF
= TRUSSES
A FLORIDA CORPORATION
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" O 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).
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
m FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL. I STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1'-3'MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES @
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 (MIN..).
' PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
END WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 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).
STRUCTURAL
GABLE TRUSS
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TD BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
\S ARE NOT ADDRESSED HERE. /
STANDARD GABLE /
\S /
URAL
TRUSS
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
12/23/19 PIGGY -BACK TRUSS STbTL04.1
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409.1010
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 4'-0" O.C. STAGGERED FROM
EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH
6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE
MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8"
TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2
PLATES).
OPTION NO.2 - APA RATED GUSSET:
8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS
EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d
COMMON (0.113" 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. Lude Blvd, Suite 201
Fort Pierce, FL 34946
� JUL'`Y 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409.1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
i
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
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 "A".
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
BASE TRUSSES
-t tNU, UUMMUN
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 3112 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.
Ryan Bays, P.E
# 91231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL
STDTLOt -
.1;
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0.131" = 10d
�i
2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL
�s
�I
"A"
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
�>
DRAWINGS.
�?
�r
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.
4451 ST. LUCIE BLVD. GABLE END, COMMON
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
FORT PIERCE, FL 34946 TRUSS, OR GIRDER 1
772'409-1010 TRUSS 1
SECURE
W/C
VALLEY TRUSS y (I I II II II I'ASE TRUSSES
SSES
(TYPICAL) II
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P F 12 VALLEY TRUSS TRUSS
(TYPICAL)
SEE DETAIL "A"
BELOW (TYP.)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12
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
SCREWS INTO EACH BASE
TRUSS.
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
J U LY 17, 2017
F (HIGH WIND VELOCITY) ^FL STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD,
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-1
WIND DESIGN PER ASCE 7-10: 170 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 UNL".
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6/12 PITCH
CLIP MUST BE APPLIE
THIS FACE WHEN F
EXCEEDS 6/12 (MAX
12/12 PITCH)
Ryan Bays, P.E.
# 91231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/IOd NAILS, 6. O.C.
V ERT
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.
12
Q VARIES TO COMMON TRUSS
v
* DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
R. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF-10d NAILS SPACED 6. O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT4'-0'D.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
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) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
VERTICAL
2X6 SP OR SPF
STUDW2X4
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED G' D.C.
(2) lOdNAILSINTO
2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2LHORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
PROVIDE 2X4 BLOCKING BETWEEN
THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM,� I ROOF
PLYWOOD SHEATHING TO SHEATHING
2X4 STD SPF BLOCK
/ 10d
12' NAILS MAX. i
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. DIAG. BRACE
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. AT 1/3 POINTS
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE 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
DIAGONAL
BRACE
(2) DIAGONAL
AT
BRACES T
1/3 POINTS
MAXIMUM STUD
LENGTH
2X4 SP 431 STUD
12" O.C.
3.8.10
5-6-11
6.6.11
11-1-13
2X4SP#31STUD
I 16"O.C.
3-3-10
4-9-12
6-6-11
9-10-15
2X4 SP #31 STUD
24" O.C.
2-8-6
3-11-3
54-12'
8-1-2
2X4 SP #2
12" O.C.
3-10-15
5.6.11
6-6-11
11-8-14
2X4 SP #2
16" O.C.
3-6-11
4-9-12
6-6-11
10-8-0 .
2X4SP#2
24'O.C.
1 3.14
3-11-3 1
6-2-9
1 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
9DX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
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.
# 91231
4451 SL Lucia 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.
I� FEBRUARY 17, 2017 I T WITH 2XIBRACE ONLY IL I STDTL09
MOTES:
f—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90% OF WEB LENGTH.
PHIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TC
:ONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772.409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6' O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON
TWO—PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2X6
2X6 T—BRACE
2X6 [—BRACE
2XB
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
20 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.
491231
�15
SECTION DETAIL Fort Pierce, FL 3494201 6
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I , STDTL10 Ir
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATEO 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
rEDGE
T WOOD SCREW THROUGH
DE FACE OF CHORD INTO
OF STRONGBACK (DO NOT
ATTACH TO VERTICAL ATTACH TO VERTICALRYWALL TYPE SCREWS)
WEB WITH (3) - 10d SCAB WITH (3) - 10d
NAILS (0.131' X 3') NAILS (0131' X 3').ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
USE METAL FRAMING J 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 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0131' X 3')
TRUSS 2X6 (TYPICAL SPLICE) WALL
STRONGBACK (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIA.)
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRDNGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
Ryan Bays, P.E.
4 91231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
LATERAL TOE -NAIL DETAIL
FEBRUARY 17, 2017 I
STDTL11
NOTES:
1.
TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER
�'.
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST
BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE
MEMBER END AS
SHOWN).
2.
THE END DISTANCE, EDGE DISTANCE, AND SPACING
OF NAILS SHALL
_..._.__.__._.
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
A-1 ROOF TRUSSES
3.
ALLOWABLE VALUE SHALL BE THE LESSER VALUE
OF THE TWO
4451ST.LUCIE BLVD.
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
FORT PIERCE, FL 34946
772-409-1010
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
c�
o
.135
93.5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
c�
.131
75.9
69.5
60.3
59.0
51.1
Z
0
J
N
.148
81.4
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS C0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 COOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30° TO 50'
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'
SIDE VIEW
(2X6) 4 NAILS
ANGLE MAY
VARY FROM
30' TO 60°
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.000
Ryan Bays, P.E.
# 91231
4451 SL Lucie Blvd, Suite 201
Fort Pierce, FL 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.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
0
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
•
.162
72
58
39
37
25
J
2
O
.128
54
42
28
27
19
F-
Z
Z
OJ
.131
55
43
29
28
19
LL1
.148
62
48
34
31
21
J
2
LO
J
N
Q
M
Z
.120
51
39
27
26
17
Z
.128
49
38
26
25
17
O
131
51
39
27
26
17
.148
57
44
31
28
20
M
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 IDOL FOR WIND) = 14B 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
USE (4) TOE -NAILS ON 2XG BEARING WALL
NEAR SIDE
FAR S:
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
,_.. 3ays, P.E.
1191231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
WIN
SIDE VIEW
END VIEW
FRB'RLKRY 5, 2016 I TYP 2x2 NAILER ATTACHMENT I STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
-I .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.
# 91231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
April 11, 2016
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
STDTLI4
A-1 ROOF TRUSSES
4451 ST..LUCIE BLVD,
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES [�::�
(4) 12d
MAX 3011(2'-611)
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
Ryan Bays, P.E.
# 91231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
YI
'r 6. 1 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND
FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772.409.1010
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
24
2X6
20
30
24"
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30"
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36"
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5485
3346
5019
2829
4243
2898
4347
+r DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.'
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
L
BREAK
•10d NAILS NEAR SIDE
+10d NAILS FAR SIDE
5' MIN
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE' REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID Ryan Bays, P.E.
UNUSUAL SPLITTING OF THE WOOD. #91231
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID 4451 St Lucie Blvd, Suite 201
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Fort Pierce, FL 34946
5. THIS REPAIR.IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR IS LIMITED TO TRUSSES WITH ND MORE THAN THREE BROKEN MEMBERS.
FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL1n
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TRUSS CRITERIA: \
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2XS
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
ENO 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 SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
Ryan Bays, P.E.
4 91231
4451 St Lucie Blvd, Suite 201
FodPieme,FL 34946
91