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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
C
ti
-
Typ. Corner Jack Placement-1' 10-15/16" 2'0" 2'0" 1' 1-1 /16"
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12
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k #
Digitally signed by Ryan M Bays t ¢ t I d-
DN:4 # <
E Ryan Bays@WHEngineoring t,
►^t CN=Ryan M Bays, O=Whole House
Rya I M BayS Engineering LLC, L=Fort Pierce, •� �}'I'J� 1 �".�L. � a
3 Florida G-US p l�
Reason I am approving this
document
Date: 2021 09,28 08:27:36 04.00 + " o I�
44.
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* NOTE: ALL TRUSS TO WALL AND/OR TRUSS TO
LEDGER CONNECTIONS BY BUILDER.
(UNLESS NOTED OTHERWISE)
a
* NOTE: ALL CEILING DROPS BELOW BEAM ARE
BY BUILDER. (UNLESS NOTED OTHERWISE)
* NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW
._
TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING
DESIGNER IS ;RESPONSIBLE FOR THE STRUCTURAL
STABILITY OF THE ENTIRE STRUCTURE. REFER TO THE
INDIVIDUAL TRUSS ENGINEERING DRAWINGS FOR
a
GRAVITY AND UPLIFT LOADS.
02
FOR BRACING & ERECTION DETAILS REFER TO BCSI-03
a
AND/OR ENGINEER OF RECORD.
a
t
a
REPRESENTS THE LEFT SIDE
OF EACH TRUSS DRAWING
a
_
T
( NOTE: REFER TO SIMPSON CONNECTOR
v
C
CATALOG FOR INSTALLATION DETAILS)
g
A
LUS24
H
HHUS46
Q
- - -
.O
B
LUS26
J
THA422
R
- - -
o
C
HUS26
K
MUS26
S
- - -
U
D
HUS28
L
THJA26
T
_ _ _
00
11
E
HHUS26-2
M
- - -
U
- - -
F
HHUS28-2
N
- - -
V
- - -
y
n
`7
LUS46
P
---
x
---
O
HBB
HANGER BY BUILDER
BBB
BEAM BY BUILDER
Z
LSTA12 @ TC & BC
* NOTE: LSTA STRAP
c
INDICATED TO BE USED IN
°m
Zt
LSTA12 @ TC
CONCORDANCE WITH
CORNERSET DETAIL.
Zb
LSTA12 @ BC
LOADING
ROOF
FLOOR
WIND LOAD
a�
a
LIVE LOAD
2
-
ASCE 7-16
00
❑
U
DEAD LOAD
C
0 [if
LIVE LOAD
-
Residential - CAT 11
m
�0
U
DEAD LOAD
1 La
-
Enclosed
m
0
0
TOTAL LOAD
10
-
FBC 7TH ED. 2020 RES.
m
N
DURATION FACTOR
1-
_
TPI 2014
O
REV
DATE
BY
REMARKS
V7
_
02/09/2021
AA
FBC 7TH ED. 2020 RES. CODE UPDATE
O
a�
12-1
O
--
In
_
C
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m
It is understood that above ❑ APPROVED
conditions have been reviewed &
o
are acceptable for the fabrication ❑ APPROVED AS NOTED
at trusses, elevations, pitches,
a)
overhangs, fascias,ceiling ❑ REVISE AND RESUBMITIn
N
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
o
from an A-1 Roof Trusses
E
representative. REVIEWED BY
a
PLAN DATE
ARCH: --/--/----
STRUCT--/--/----
CUSTOMER
HABITAT SL.(;
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ID
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JOB NAME
THREE BEDROOM
OPTION(S)
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TYPE
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JOB #
86428
MASTER
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DATE
o 09r2021
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A FLORIDA CORPORATION
Ph 772-409-1010 / Fax 772-409-1015
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�. Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job 86248
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce FL 34946
Site Information:
Customer Info: HABITAT ST. LUCIE COUNTY Project Name: LAKEWOOD PARK - SF
Lot/Block: Model: THREE BEDROOM
Address: 8007 HIBISUCUS RD Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-16 Wind Speed: 160
Roof Load: 40.0 psf Floor Load: 0.0 psf
This package includes 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
13
2651
1301
2/9/21
25
2601
CJ7
2/9/21
2
2581
A02
2/9/21
14
2592
B02
2/9/21
26
2606
HJ5
2/9/21
3
2582
A03
2/9/21
15
2593
B03
219/21
27
2607
HJ8
2/9121
4
2583
A04
2/9121
16
2594
B04
2/9121
28
12603
J7
2/9/21
5
2641
A05
2l9/21
17
2609
B05
2l9/21
29
2604
J8
2/9/21
6
2638
A06
219/21
18
2595
B06
2/9/21
30
2605
J8B
219121
7
2616
A07
2l9/21
19
2596
B07
2/9/21
31
STDL01
STD. DETAIL
219121
8
2613
A08
2/9/21
1 20
12597
B08
2/9121
32
STDL02
STD. DETAIL
2/9/21
9
2621
A09
2/9/21
21
2648
B09
219121
33
1 STDL03
STD. DETAIL
2/9/21
10
2635
A10
2/9/21
22
2598
CA
2/9/21
34
STDL04
STD. DETAIL
2/9121
11
2629
All
2/9/21
23
2599
CJ3
2/9/21
35
STDL05
STD. DETAIL
219121
12
2632I
Al2
2/9/21
24
2600
CJ5
2/9/21
36,
STDL06
STD. DETAIL
2/9121
The truss drawing(s) referenced have been prepared byAlpine Engineered Products, Inc. under my direcfsupervision based on the 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 suifablity and use of components for any particu lar bu ild in g is the responsibility of the WIMP
esigner, perANSVrPI-1 Sec. 2.
'he Truss 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 BuilditIO
Iesggner indicating the nature and character of the work
'he design criteria therein have been transfened to Ryan Bays PE by [A1 Roof Trusses orspecific
nation]. These TDDs (also Waned to attunes as'Structural Delegated'
:ngineering Documents) are specialty structural component designs and may be part of the pib]ecrt
efene dorphased submittals. Asa Truss Design Engineer (ie, Specialty
:ngineer�,he seal here and on the TDD represents an acceptance of professional engineering
sponstoi* forthe design of the single Truss depicted on the TDD only. The Building Designer is
sponsible forand shall coordinate and review the TDDs for
ompafpilitywith the'vwritten engineering requirements. Please review all TDDs and all related notes.
I�"
Ryan Bays, RE.
4451 St Lucie, Blvd. Suite.201
Fort Pierce, FL 34946
Ryan
by Ryan M Bays
roving this
0827:20-04'09
Page 1 of 2
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 X"
Q-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job CHHS36
No.
Seq #
Truss Name
Date
37
STDL07
STD. DETAIL
2/9/21
38
STDL08
STD. DETAIL
2/9/21
39
STDL09
STD. DETAIL
2/9121
40
STDL10
STD. DETAIL
219121
41
STDL11
STD. DETAIL
2/9/21
42
STDL12
STD. DETAIL
2/9/21
43
STDL13
STD. DETAIL
2/9121
44
STDL14
STD. DETAIL
2/9/21
45
STDL15
STD. DETAIL
2/9/21
46
1 STDL16
STD. DETAIL
2/9121
Ryan Bays, P.E.
Page 2 of 2 #91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
�Uo-oa3a
4451 ST. LUCIF BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
BUILDER: HABITAT SLC
PROJECT 8007 HIBISCUS RD
COUNTY: EXEMPT
LOT/BLK/MODEL: 8007 HIBISUCUS RD 4hJ`'A'j�ad
JOB#: 86248 20
' MASTER#: CHHS3B
OPTIONS: NO OPTIONS
It
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B I A01 HIPS 1 I
1 I 2645
A
�-- 2'6"
� u+ %j,Pi TeREQ.
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 "
16'4" 11'8"
=5X6 =3X4
=3X4 =OXb =3X2f =4X11 =3Xb
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: 4.43 ft
Loc. from endwall: not in 13.01
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 :SP 2400f-2.0E + SP M-31:;
T2 2x4 SP M-30; T3,T4 2x4 SP #2;
Bot chord: 2x6 SP 2400f-2.OE; 82 2x4 SP M-30;
133 2x4 SP 2400f-2.0E + 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 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.
A
s
16'4"
SEAT PLATE REQ.
35'4" 7'6"
44'4"
Code / Misc Criteria
Defi/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): 0.145 L 368 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.312 L 171 240
B 1686 /- /- /1060 1783 /178
FT/RT:10(0)/10(10)
HORZ(LL): -0.045 L - -
N 2107 /- /- /1390 /899 /-
Plate Type(s):
HORZ(TL): 0.076 L - ' -
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.681
N Brg Width = 6.0 Min Req = 1.7
Max BC CSI: 0.773
Bearings B & N are a rigid surface.
Bearings B & N require a seat plate.
Max Web CSI: 0.832
Maximum Top Chord Forces Per Ply (Ibs)
t
Wgt:241.5lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.01.01A.0724.12
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 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.
r-rinht Q MIA A-1 Reef Tn-- Renmducfine of this dnr+rment. in anv form. is nmhihhed without the written nermissine of A-1 Reef Tmccec_
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B A02 I HIPS 11 1 2581
T
1�
PLATE
K i
f - 2,6" —}—
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 "
18'4" 17'8" 118'4"
=5X8 =5X6
G H
III1.5X3 =3X4 =5X6 =3X4 =3X8 =3X6
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: 4.43 ft
Loc. from endwall: not in 13.01
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE +
SP M-31; T2 2x4 SP M-30;
Bot chord: 2x6 SP 2400f-2.0E; B2 2x4 SP #2;
B3 2x4 SP M-30;
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 18.33 26.00
BC 72 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.
35'4"
44'4"
M=tX6
SEAT PLATE REQ.
i 7'6" �I
=3X6(A1)
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): 0.147 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.306 F 999 240
T 1674 A /- /1049 /777 1196
FT/RT:10(0)/10(10)
HORZ(LL): 0.034 M - -
M 2121 A /- /1388 /887 /-
Plate Type(s):
HORZ(TL): 0.075 M - -
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.b
T Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.999
M Brg Width = 8.0 Min Req = 2.5
Max BC CSI: 0.985
Bearings T & M are a rigid surface.
Bearings T & M require a seat plate.
Max Web CSI: 0.738
Maximum Top Chord Forces Per Ply (Ibs)
t
Wgt:233.1 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 20.01.01A.0724.12
B - C 477 -1256 G - H 1449 -1528
A- B 52 0 H- 1 1433 -1659
C - D 1537 - 2346 I - J 867 -1098
D - E 1805 - 2615 J - K 860 -1110
E - F 1817 - 2575 K - L 870 -1224
F - G 1672 - 2010
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
T - B
1209 - 360
P - O
1854 -1173
T - S
2173 -1330
O - N
988 - 606
S - R
2196 -1352
N - M
988 - 606
R - Q
2337 -1529
M - L
1216 - 759
Q - P
2336 -1529
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
B - C
1134 -1271
G - O
530
-498
S - D
603 -575
O - H
262
-75
D - R
450 -408
0-1
822
- 719
R- F
353 0
I- M
1921
-2078
F - P
513 -630
M - K
578
-452
G - P
530 - 226
tt
"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 Ov ner 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
IIIof 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.
Cn-dMt 0 2016 A•1 Reef T— — Ranrnd,w nn of thie der Ant. in am tone. Is nrnhihited withnut the written nenniacion of A-1 Roof Tmcce.¢
Job Truss Truss Type Qty Ply 02/09/2027
CHHS3B A03 I HIPS 1 1 1 2582
20'4"
1
3'8"
.5X6 =6X6
G H
20'4"
.T 4 12
� a-3X4F 1�-3X4
d. J —�3X6
i- �3X4D �4X6 E (a) �4X6
3�(C6) C
4X6(C6
- sqs•
T S R Q P O N 1113 M
III1.5X4 =3X4 =5X6 =3X4 =3X4 =3X6 =4X4
SEAj,PLATE REQ. SEAT PLATE REQ.
354° 7'6"
f - 2'6" 1 44'4" -I
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): 0.276 Q
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.654 Q
636 240 U 1686 P /- /1044 /782 /214
BCDL: 10.00 Risk Category: 11
FT/RT:10(0)/10(10)
HORZ(LL): 0.063 G
- - M 2107 A /- /1365 /879 P
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.151 G
- - Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 20.
U Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 10.00 TCDL: 5.0 psf
p
Max TC CSI: 0.817
M Brg Width = 8.0 Min Req = 2.5
Load Duration: 1.25 BCDL: 5.0 psf
Bearings U & M are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.995
Bearings U & M require a seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.784
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 13.00
ft
Wgt: 230.3 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12 B - C 521 -1332 G - H 1425 -1603
Lumber
A- B 52 0 H- 1 1402 -1745
676
C - D 1759 -2705 I - J 557 -741
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
D - E 1759 -2705 J - K 557 -741
SP M-31; T3 2x4 SP #2;
E - F 1776 -2655 K - L 904 -1135
Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30;
B3 2x4 SP #2;
F - G 1446 -1777
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
U - B 1282 -400 Q - P 1603 -893
member.
U - T 2175 -1251 P - O 1271 - 754
T - S 2201 -1276 O - N 1271 - 754
Purlins
S - R 2326 -1428 N - M 1055 -697
In lieu of structural panels or rigid ceiling use purlins
R - Q 2326 -1428 M - L 1154 -778
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
TC ' 24 20.33 24.00
Webs Tens.Comp. Webs Tens. Comp.
BC 61 0.00 44.33
Apply purlins to any chords above or below fillers
B - C 992 -1183 H - P 192 -52
at 24" OC unless shown otherwise above.
T - D 579 -576 P -1 725 - 517
D - S 477 -369 1 - N 1234 -1224
Loading
S - F 514 -42 N - K 1432 -981
Truss passed check for 20 psf additional bottom chord
F - Q 822 - 959 K - M 1600 -1920
live load in areas with 42"-high x 24"-wide clearance.
G - Q 421 -218
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' forth.
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
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.
Cnnvriaht Q 2016 A-1 Rnnf Tntcses — Renrndurtinn of this dnaiment. in anv form. is nmhibited without the wrfltnn nermissinn of A-1 Roof Tntcces.
Job Truss Truss Type
CHHS3B A04 I HIPS
Qty Ply
1 1 1
02/09/2021
2583
11
f - 2'6"
Loading Criteria (pst)
TCLL: ' 20.00
TCDL: 10.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
22'
III I.DAJ =JA4 =07,0 =JAC =JAO =4A4
PLATE REQ.
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: 4.43 ft
Loc. from endwall: not in 13.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.0E +
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.
35'4"
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"
Defl/CSI Criteria
PP Deflection in loc Udefl 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
22'
.l
A
� 3X6(A1)
SEAT PLATE REQ.
7,6" -�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
S 1686 /- /- /1032 /782 /229
L 2107 /- /- /1350 /879 /-
Wind reactions based on MWFRS
S Brg Width = 8.0 Min Req = 1.5
L Brig 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
W6 -�07
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
A
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional 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 authodzed 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. TPIA defines the responsibilities and dutiesof the Truss
Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon inventing 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 C 2016 A-1 Ronf Tn-- Renrndudinn of this dmiment. in anv form. is nmhihited u IWI this written nermisclm of A-1 Rmf Tmsses.
31
Job
CHHS3B
Truss Truss Type Qty Ply
A05 HIPS 1 1
02/09/2021
2641
a
I. 20'6" _1_ 3'4" -1 20'6" .I
ea5X6 ss6X6
F G
SEAT PLATE REQ. SEAT PLATE REQ.
364" 7'6" -{
44'4"
=3X6(A1)
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria Defi/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): 0.303 P
999 360 Lac 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 /- /-
/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 Br Width = 8.0
9
Min Re 1.5
q =
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
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
C - D 1881 -2611
H - I 5-731
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
D - E 1892 - 2552
I - J 565 - 773
SP M-31; T3 2x4 SP 42;
Bot chord: 2x4 :SP 2400f-2.0E + 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 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 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
Loading
E - P 811 -908
M - J 1485 -1031
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 (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, loadingconditions, 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
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. 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 0 2016 A-1 Rnnf Tmasas - Renmdurtinn of this dnniment. in anv fomn. is nrnliNted withnut thn written-Ission of A.1 Rnnf Tr-s.
Job I russ Russ Type Qty Ply 02/09/2021 2638
CHHS3B A06 HIPS 1 1
fi
i 18's" i7'4"
18'6"
X.
=5X8
F
=5X6
G
(=3X6(A1)
=3X4 =4X6 =3X4 =3X8 =3X6 =oAb
SEAT PLATE REQ. SEAT PLATE REQ.
I-1 6 364" 7'6" -�
44'4"
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): 0.190 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.400 E 999 240
R 1508 /- P /885 /679 /165
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.055 B - -
L 2126 /- /- /1385 /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: 2.0
R Brg Width = 8.0 Min Req = 1.5
NC13CLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.814
L Brg Width = 8.0 Min Req = 2.5
Load Duration: 1.25 BCDL: 5.0 psf
Bearings R & L are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.742
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: 221.2 Ibs
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 20-25H - I 866 -11
5
Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE +
D - E 2017 -2545 I - J 843 -1112
SP M-31; T5 2x4 SP M-30;
Bot chord: 2x4 SP M-30; 131 2x4 SP 2400f-2.OE +
E - F , 1742 -2047 J - K 872 -1227
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
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 18.50 25.83
BC 75 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.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
R - B
1877 -2165
F - N
536
- 508
C - Q
207 - 29
N - G
244
- 83
Q - E
232 -40
N - H
798
- 699
E - O
553 - 566
H - L
1955
- 2097
F - O
570 - 263
L - J
580
- 454
,
V0
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the -Ryan Bays, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field fi 91231
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St Lurie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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-I.
C nvrinht 0 201A A-1 Rnnf Tmxvec — Renrodurlinn of this doarmant. in env fomi. N nmhlhiled without the written nermi-ton of A-1 Rnnf Tri—e".
Job Truss Truss Type
CHHS3B I A07 HIPS
1� I Ply 102/09/2021
2616
16'6" 11'4" -
=5X6 III1.5X4
E F
-,2 T
4 p
o 3
I� A o 3X4 B
1 =3X6(C6
=3X6(C6) rl
SEAT PLATE REQ.
=5X6
G
16'6"
'Z�4X6
H 1-3X6
J--- 3X6(A1)
Q P 0 N M L 1113- X
III1.5X3 =3X4 =H0308 =3X8 =H0308 =4X4
SEAT PLATE REQ.
35'4" T6"
44'4" t
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 13.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
SP M-31; T3,T4 2x4 SP 42;
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;
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 16.50 27.83
BC 56 0.00 44.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
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
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): 0.205 P 999
360 Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.430 P' 969
240 R 1520 /-' /- /896 /685 /147
FT/RT:10(0)/10(10)
HORZ(LL): -0.068 B -
- K 2112 /- /- /1387 /900 /-
Plate Type(s):
HORZ(TL): 0.144 B -
- Wind reactions based on MWFRS
WAVE, HS
Creep Factor: 2.0
R Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.804
K Brg Width = 8.0 Min Req = 2.5
Max BC CSI: 0.997
Bearings R & K are a rigid surface.
Bearings R & K require a seat plate.
Max Web CSI: 0.970
Maximum Top Chord Forces Per Ply (Ibs)
1
Wgt:214.2lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.01.01A.0724.12
A - B 496 -922 F - G 1936 -2044
B - C 2131 -2683 G - H 970 -1094
C - D 2055 -2545 H -1 945 -1112
D - E 2081 -2535 I - J 915 -1139
E - F 1936 -2044
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
R - Q 2470 -1832 N - M 1506 -1123
A - R 913 -464 M - L 1506 -1123
Q - P 2475 -1839 L - K 1040 - 707
P - O 2088 -1544 K - J 1135 - 789
O - N 2088 -1544
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
R - B 1831 -1961 F - N 497 - 281
Q - C 198 -144 N - G 820 - 724
C - P 303 -188 G - L 1137 - 976
P - E 480 -184 L -1 1594 -1302
E - N 237 -164 1- K 1844 -1960
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise slated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
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 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 Lude 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 uniting 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.
Convdnht 0 2016 A-1 Rnnf Tnicnc- Rnnmdudinn of this d-3-nt. in anv form. Ic nmhlhitnd without thn wntlx nenni-inn of A-1 Rnnf Tntccna.
.roo 1 cuss I cuss type City Ply
CHHS3B A08 HIPS 1 1 1 1
14'6" i15'4"
T
12
417
_3X4C
=5X8
D
III1.5X4
E -_
F
B
to
A-3X4
P
O N
M L K
III1.5X3
=3X4=3X6
=3X10 =3X6=4X6
PLATE�T A
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00 Mean Height: 25.00 ft
NC13CLL: 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 13.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE +
SP M-31;
Bot chord: 2x4 SP #2; 131 2x4 SP 2400f-2.OE +
SP M-31;
Webs: 2x4 SP #3; W6 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.
Plating Notes
All plates are 3X6(C6) except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 14.50 29.83
BC 71 0.00 44.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
02/09/2021
14'6" -
\,4X6
2613
H Z-Z 3X4 I
SEAT ( P l!SIREDPLATEWQ aIn %T ZE0.
35' 5'4„ -� � 'I
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"
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.212 O 999 36
VERT(CL): 0.424 O 982 24
HORZ(LL): -0.058 B - -
HORZ(TL): 0.117 B - -
Creep Factor: 2.0
Max TC CSI: 0.963
Max BC CSI: 0.964
Max Web CSI: 0.758
Wgt: 224.7 Ibs
VIEW Ver. 20.01.01A.0724.12
♦ Maximum Reactions (Ibs), or •=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
Q 1526 /- /-
/883 /708 /130
J 1842 /- /-
/950 /771 /-
X 24 /- P
/14 /3 P
R 337 /-119 /-
/160 /168 /-
Wind reactions based on
MWFRS
Q Brg Width = 8.0
Min Req = 1:5
J Brg Width = 8.0
Min Req = 2.2
J Brg Width = 64.0
Min Req = -
R Brg Width = 8.0
Min Req = 1.5
Bearings Q, J, J, & R are a rigid surface.
Bearings Q, J, J, & R require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 524 -838
E - F 2420 -2372
B - C 2335 -2690
F - G 1568 -1580
C - D 2325 -2493
G - H 604 -267
D - E 2420 -2372
H -1 657 -724
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
Q- P
2467 r 2052
M- L
1435 -1189
A - Q
'835 - 504
L - K
1435 -1189
P - O
2468 -2059
K - J
230 -420
O - N
2320 -1939
J - R
619 -1069
N - M
2320 -1939
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Q - B
1974 -2075
M - F
1140 -1059
P-C
213 -29
F-K
614 =586
C - O
211 -250
K - G
1899 -1395
D- O
365 - 8
G- J
1526 -1728
D - M
145 - 348
H - R
623 - 593
E - M
740 -482
K
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin
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 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.
Cnnvrinht9) 2016 A-1 R-fTmcar_c- Ren Metien ofthie dnaiment. in anv form. is nrehihhed withnut the written nertniceinn of A-1 RonfTmcww.
Job Truss Fruss -I ype city Ply UL/UWZUZ7
2621
CHHS3B A09 HIPS 1 1
.j
�11'11-11/16" -}- 19'4" -}- 11'11-11/16"—�
12 =3X4 =3X6 1111.5X3
4 p E—_ F G H I
"T
rr �t D3X4 (a) Jz3X4=4X6((C6)
m3X(C6)3X4 e3X6(CC 8
Lh m4XC6)B Lii3X4
M
U T S R Q P O N
1111.5X3 =3X4 =H0308 =3X4 =3X8 =H0308 =3X4 1111.5X3
SEAIT/Ph6TE REQ. SEAT PLATE RiQ.
11i 1 6 41'4" 111J�16
6-1/16„ 43'3-3/8" 6-V 6"
r
Loading Criteria (pst) 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 6.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x6 SP 2400f-2.0E; T2,T3 2x4 SP #2;
Bot chord: 2x4 SP M-30; B2 2x4 SP #2;
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 purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 11.97 31.31
BC 54 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
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.339 H 999 36,
VERT(CL): 0.684 H 714 24,
HORZ(LL): 0.092 N - -
HORZ(TL): 0.187 N -
Creep Factor: 2.0
Max TC CSI: 0.769
Max BC CSI: 0.989
Max Web CSI: 0.999
Wgt: 232.4 Ibs
VIEW Ver.20.01.01A.0724.12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1788 /- /- /1002 /822 /118
L 1788 /- /- /1002 /822 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.1
L Brg Width = 8.0 Min Req = 2.1
Bearings B & L are a rigid surface.
Bearings B & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - C 667 -971 G - H 3786 -3944
C - D 2959 - 3370 H -1 3788 - 3946
D - E 3135 - 3402 I - J 3133 - 3401
E - F 3766 - 3927 J - K 2960 - 3371
F - G 3786 - 3944 K - M 669 - 972
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
A - B
1003 - 675
R - Q
3950 - 3465
B - U
3068 -2608
Q - P
3194 -2738
U - T
3067 -2613
P - O
3194 -2738
T - S
3195 - 2742
O - N
3068 - 2612
S - R
3195 -2742
N - L
3069 -2608
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - C
2487 - 2647
H - Q
548
- 353
U - D
178 - 2
Q -1
896
- 964
D - T
207 - 389
1-0
236
-1
E- T
236 0
0-1
210
- 386
E - R
878 - 938
J - N
178
- 3
R - F
584 -360
K - L
2487
-2646
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 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 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
gg51 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 nvdnht 0 21116 A-1 Rnnf TnlcSP_C — R.—cl,,d ian of this drnrment. in anv in=. is nmhibited without the written nenniscinn of A-1 Rnnf Tnr. cec.
duu r r uss I fuss I ype wry fly UZ/Uy/ZUZI
CHHS313 A10 HIPS 1 1 2635
9 )
7 =4)
ih
�— 9'11-11716"
12 =6X8 =3X4
4 l7 D E
23'4" i9'11-11/16" zi
=H0308 III1.5X4 =6X8
F G H
m3X6(C6)( 4X4
(a)
(a)
(a)
=4X6 C
)
6A(C6) B
I-3X6(C
J �4
Kq
Q P O N M L
1111.5X3 =H0308=4X4=4X8=H0308 III1.5X3
12
SELTPLATE REQ. 41'4" SEAT PLATER Q.
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 Sid: 2014
VERT(LL): 0.429 G
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.863 G
566 244 B 1788 /_ /_ /1003 /934 /101
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.099 1
- - J 1788 P P /1003 /934 P
Des Ld: 40.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.201 I
- Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE, HS
Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
NCBCreep
: 1
BCDL: 5.0 psf
Max TC CSI: 0.779
J Brg Width = 8.l) Min Req = 1.5
Load Du on:
Load Duration: 1.25
"
BCDL: 5.0 psf
Max BC CSI: 0.949
Bearings B & J are a rigid surface. •
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
Bearings B & J require a seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.769
Loc. from endwall: not in 6.50
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 215.6 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12
A - C 967 -1287 F - G 4550 -4676
Lumber
C - D 3308 -3574 G - H 4552 -4677
D - E 4518 -4648 H -1 3305 -3573
Top chord: 2x6 SP 2400f-2.0E; T2,T3 2x4 SP M-30;
E - F 4550 -4676 I - K 962 -1282
Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:;
B2 2x4 SP M-30;
Webs: 2x4 SP 43;
Maximum Bot Chord Forces Per Ply (Ibs)
Lt Slider: 2x4 SP #2; block length = 1.750'
Chords Tens.Comp. Chords Tens. Comp.
Rt Slider: 2x4 SP #2; block length = 1.750'
A - B 1315 -995 O - N 4685 -4286
Bracing
B - Q 3284 -2927 N - M 3286 -2916
(a) Continuous lateral
restraint equally spaced on
Q - P 3288 -2921 M - L 3286 -2916
member.
P - O 3288 -2921 L - J 3282 -2922
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)
TC 24 9.97 33.31
BC 57 0.00 43.28
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.
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
i
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Ryan Bays, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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.
(`.novdnhtQ 2016 A-1 RoofTnresnc- RenrMurlion of this dnannent. in anv fnnn. is nmhihited without the written nnm,l Ginn of A-1 RonfTnrcxac. -
J.
Job Truss Truss Type
CHHS3B IA11 I HIPS
try I1y IO2/09/2021
2629
.r �--- 7'11-11/16" -1 27'4"
=4)
12
4 p =6X10 =-3X4 1111.5X4=4X6
D E F G
=3X4 =-6X10
H I
7'11-11/16"
(C6)4X4
6(LC
B
:C3X6X(C
X6=)
' S R Q P O N M
1111.5X3 =4X6=H0308 =3X8 =H0308=4X6 III1.5X3
1 1111 6�TE REC. 41'4" SEAT PLATER Q.Ai
6- /�6"
1- 43'3-3/8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: 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 ft
Loc. from endwall: not in 6.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x6 SP 2400f-2.0E; T2,T3 2x4 SP M-30;
Bot chord: 2x4 :SP 2400f-2.OE + 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 purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.97 35.31
BC 53 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
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): 0.606 F 806 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 1.222 F 400 244
B 1788 /- /- /1001 /935 /83
FT/RT:10(0)/10(10)
HORZ(LL): 0.098 M - -
K 1788 /- /- /1001 /935 /-
Plate Type(s):
HORZ(TL): 0.199 M - -
Wind reactions based on MWFRS
WAVE, HS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.719
K Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.956
Bearings B & K are a rigid surface.
Max Web CSI: 0.817
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:211.4lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 20.01.01A.0724.12
A - C 1066 -1275 G - H 5775 -5905
C - D 3398 - 3575 H - I 5159 - 5255
D - E 5159 - 5255 I - J 3398 - 3575
E - F 5775 - 5905 J - L 1066 -1275
F - G 5775 - 5905
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B
1308 -1090
P - O
5322 - 5006
B - S
3283 - 3020
O - N
5322 - 5006
S - R
3286 -3013
N - M
3286 -3011
R - Q
5322 - 5008
M - K
3283 - 3019
Q - P
5322 - 5008
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - C
2640 -2543
P - H
643 - 652
D- S
213 0
H- N
894 - 679
D - R
2144 -2177
N - I
2144 -2177
R-E •
894 -679
M-1
213 0
E - P
643 -652
J - K
2640 -2543
F - P
561 - 377
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Ryan Bays, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
# 91231
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4451 SL 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.
Coovdnht A 2016 A-1 Rnnf Tn c _n - RenrMurJinn of thin drcurennt. in env form. k nmhlhNnd without the wdden nermiadnn of A-1 Roof Tnienec.
aoo
CHHS3B
1 russ I cuss I ype t:.tty I I-ly
Al2 HIPS 1 2
U2/U9/2U21
2632
207# 122# 122# 122# 122# 122# 122# 122# 207#
+ 122/{ + 122#+ + 122#4 + 1221 + 122#+ + 122#4 + 122#4 122+ +
31'4"
12
4 =6X10 ===4X4 III 1.5X3=H0510 =3X4 =110308=4X4 m6X10
C D E F G H I J
rs•1TTTTTT =3X6(C6) g3X4
s• =4XA6(C6) B
T
1111.5X3
St�FAT PLATE RED.
f
=3X10 E1-10510 =3X10
41'4'
44'4"
=4X4 =H0510 =3X10
6'6"
=3X6(CV,
KE3XX4 =4X6(C6)
L
M V
III1.5X3
SEAT PLATE REQ.
'I 6!�
�- 6'6-3/8"0318 i 2, 2, 2, 2, 2, 2, 1 /'>I 7 1/� 2, 2 2, 2, 2, 2, 2'0-3/8 ;
191# 82#82# 82# 82# 82# 82# 82# 82# 82# ` 82# 82# 82# 82# 82# 82## 1911##
Loading Criteria (pst)
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-2.0E +
SP M-31;
Bot chord: 2x6 SP 2400f-2.0E;
Webs: 2x4 SP 43; 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 plf at 6.50
TC: From 31 pIf at 6.50 to 31 pIf at 37.83
TC: From 61 pIf at 37.83 to 61 pif at 44.33
BC: From 20 pIf at 0.00 to 20 pIf at 6.53
BC: From 10 pIf at 6.53 to 10 pIf at 37.80
BC: From 20 pIf at 37.80 to 20 pIf 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
Code: FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: No
Deft/CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): -0.967 E 505 360
VERT(CL): 1.586 E 308 244
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
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.
Max Web CSI: 0.707
Bearings U & V require a seat plate.
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
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 6.50 37.83
BC 76 0.00 44.33
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.
B - C
2105 - 3047
H - I
4832 - 7083
C - D
3943 - 5767
I - J
3933 - 5750
D - E
4832 - 7076
J - K
2110 - 3054
E - F
4832 - 7076
K - L
1319 -1956
F - G
4832 -7076
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
U - T
2847 -1966
P - O
5855 -4020
A - U
1881 -1260
O - N
5855 -4020
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 (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
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. Lurie 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 TPIA.
Cnnvrinht 0 201a A-1 Roof Tmxsas - Rannxi-Jinn of Ihis d-inant. in anv form. is nmhihhad without tha vmttan nenniWnn M A-1 Rnnf Tnrccac.
s
Job
CHHS3B
Truss Iuss type
B01 I SPEC
3 11y I UZ/UV/ZUZ9
2651
Loading Criteria (pst)
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 "
ITY
F 67-118'i 24-118'
15'2-118'
A.FLAXE REQ.
1--7 1. 67-1/8' i Z4-1/8'
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: 2x8 SP 2400f-1.8E;
T2 2x4 SP 2400f-2.0E + SP M-31;
Bot chord: 2x4 :SP 2400f-2.OE + 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 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.
'Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
152-1/8'
RRO...
70'4-3/4' 4'�3/+i ,
150# 15
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc L/defl U#
Gravity Non -Gravity
TPI Std: 2014 ,
VERT(LL): 0.276 F 614 360
Loc R+ / R- / Rh / Rw / U / RL
B 787 /_ /_ /403 /272 /278
Rep Factors Used: Varies by Ld C
6A_RT(CL): 0.706 F 240 240
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: 117.6lbs
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
1- 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 (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 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. 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 4 201E A-1 R-f Tmcses - Rnnrnd-Jinn of this do mtment. in anv form. is nmh1h8ed without the written nrnnicclnn of A-1 Rnnf Tnt. ��.
JVY
CHHS3B
I I uaa I I rutiti I ype wry I illy
B02 HIPM 1 1
UZ/UU/ZUZ7
2592
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 "
3.151s-
r 14'6"
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.
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'
DeflICSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.058 C 999 361
VERT(CL): 0.118 C 999 241
HORZ(LL): -0.027 B - -
HORZ(TL): 0.055 B - -
Creep Factor: 2.0
Max TC CSI: 0.807
Max BC CSI: 0.667
Max Web CSI: 0.937
Wgt: 88.9 Ibs
VIEW Ver. 20.01.01A.0724.12
1'8" --�
a35X6 1111.5X3
D E
SEAT PLATE REQ.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 737 /- /- /454 /262 /253
1 578 /- /- /313 /272 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 -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
3
I}
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
n Bays P.E.
RyanBays,
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
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. 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.
Cnnvrinht W 2016 A-1 Roof T—Renroduclion ofthic d—ment. In anv form. in nmhihited withnut thn wdtNo nermindon of A-1 Roal"rn a
Job
CHHS3B
If. k
Truss
B03
Iuss type
HIPM
ury rly uLfuLlrLucl
1 1
2593
3.1T6-
12'6"
3'8"
=5X6 101.5X4
D E
SEAT PLATE REQ. SEAT PLATE REQ.
�-- 1'6" 14'S"
16'2"
Loading Criteria (pst) 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 Udefi
L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.054 C 999
360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.108 C 999
240 H 737 /- /- /454 /274 /218
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.024 B -
- I 578 /- /- /307 /288 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.050 B -
- Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 20.
H Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 10.00 TCDL: 5.0 sf
P
Max TC CSI: 0.659
I Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 sf
P
Max BC CSI: 0.826
Bearings H & I are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Bearings H & I require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.537
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Wgt: 81.9 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 20.01.01A.0724.12
A - B 115 -412 C - D 883 -985
Lumber
B- C 759 -988 D- E 0 0
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Webs: 2x4 SP #3;
Chords Tens.Comp. - Chords Tens. Comp.
Lt Slider: 2x6 SP #2; block length = 2.750'
H - G 898 -964 G - F 336 -490
Purlins
A-H 443 -79
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 12.50 16.17
BC 75 0.00 16.17
H - B 1076 -1076 D - F 745 - 510
Apply pudins to any chords above or below fillers
C - G 451 -252 E - F 257 -112
at 24" OC unless shown otherwise above.
G - D 672 -541
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 (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin
responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the 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 0 201e A-1 Roof To,-- Reproduction of this tlm,ment. in nnv form. L nmhihhnd without the written oernicsinn of A-1 Roof Tn,sses.
r yNC sty t-ty uuuaf�u/,
CHHS3B B04 HIPM 1 1 2594
&1s 16-
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 "
r 10'6"
SEAT PLATE REQ.
{' 1'6" 14W
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 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 Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
16'2"
5'8"
=5X6 1113X4(R)
D E
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.040 C 999 36i
VERT(CL): 0.064 C 999 24
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
SEAT PLATE REQ.
e
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 737 /- /- /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
4
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 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 —rinht Bl 2016 A-1 Rmf Tn— - Renmdtidinn of thLc dmanent. in am form. is nmhihltad without the written non WcJm of A-1 Rmf Tnrccxc.
Job
CHHS3B
- 's
Loading Criteria (psf)
TOLL: 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 HIPM 1 1
354# 181# 181+ 181 17-114'
8'6' i 7'8- -�
m2x4
SEAT PLATE REQ. SEAT PLATE REQ.
�-- 1'6" 14W
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:;
T2 2x4 SP #2;
Bot chord: 2x4 :SP 2400f-2.0E + 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 pif 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: 122 lb 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 puffins 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.
16'2"
66-3l8" 2'0-3/8" � 2 -�� 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
Deft/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.117 C 999 36
VE'RT(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
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
1 1294 /- /- /- /925 /-
J 1394 /- /- /- /1005 /-
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 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
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
4451 St. Lude 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.
CnmrinhtQ 2016 A-1 R-f-r-os-Rnnrmdurtinn of this dwimnnt. In am torn. Is nmhihited withnut Ma written nennissinn of A-1 Roof Tniccec.
Joo truss I russ I ype ury rly o2/09/2021
CHHS3B B06 HIPM 1 1 2595
3-1Tc
{ — 2W
r 14'4"
SEAT PLATE REQ.
f' 1,6n
7'10"
6X6 1113X6(R)
F G
SEAT PLATE REQ.
20W
22'2"
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): -0.102 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
Des 40.00
Plate Type(s):
HORZ(TL): 0.067 C - -
Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
J Brg Width = 8.0 Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TIC CSI: 0.720
K Br Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25 BCDL: 5.0 psf
"
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: ft
Max Web CSI: 0.769
Loc. from not in 9.00
dwa
Maximum Top Chord Forces Per Ply (Ibs)
GCpi:
i: 0.1l:8 .1
Wgt: 128.8 Ibs
Chords Tens.Comp. Chords Tens. Comp.
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
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
C - D 1205 -1445 F - G 948 - 895
SP M-31;
Bot chord: 2x6 SP 2400f-2.0E; 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 purins
B - C 1557 -1171 1- 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.
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 Q.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin P.E.
, Bays Ryan 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 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 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. Lurie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 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—riahttd 2n16 A-1 RnofTnicsm— Renroduntinn of this dnmmeni. In anvfnrn. is nrohihllad without thn written narmi. Ginn of A-1 Rnnf Tmcces.
Job
CHHS3B
Truss
B07
Truss Type
HIPM
1city
1y I oz/os/zozl
1
2596
3-1T•
SEAT PLATE REQ.
1'6" '—
12'6"
9,8„
=5X6 =3X4 III1.5X4
D E F
L
SEAT PLATE REQ.
20'8"
22'2"
T
1
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): 0.084 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 1218
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.030 B
- - L 823 /- /- 1430 /479 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.060 B
- - Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 20.
K Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 10.00 TCDL: 5.0 sf .
p
Max TC CSI: 0.810
L Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.966
Bearings K & L are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Bearings K & L require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.734
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Wgt: 114.1 Ibs
Chords Tens.Comp. . Chords Tens. Comp.
GCpi: 0.18
Wind Duration:1.60
VIEWVer.20.01.01A.0724.12 A -B 180 -282 D-E 1185 -1064
Lumber
B- C 1290 -1430 E- F 0 0
C-D 1162 -1168
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2; 132 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
A - K 279 -159 H - G 720 - 976
In lieu of structural panels or rigid ceiling use purlins
J - I 1303 -1417
to laterally brace chords as follows:
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 purling 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 (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
11191231
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 SL 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.
Cnnvrioht 0 201(1 A-1 Rmf Tmcssn — Renrnrhrctinn of this dnaimnnt. In am torn. is nrohihited without the written nermissinn of A•1 Roof Tn—
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B B08 HIPM 11 I1 I 2597
a-1T•
10'6"
SEAT PLATE REQ.
�- 1'6" A 20'8"
22'2"
11'8"
III 1.5X4
IL
SEAT PLATE REQ.
fl
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 Udefl U#
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 P P /578 /603 • /258
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.018 G - -
L 823 /- /- /426 /569 %-
Des Ld: 40.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.030 G - -
Wind reactions based on MWFRS
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 sf
p
Max TC CSI: 0849
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 f
Wgt: 118.3 Ibs
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) Continuous lateral restraint equally spaced on
A - K 343 -64 H - G 11 -15
member.
J -1 1214 -1457
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 22.17
BC 67 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.
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
K - B 1733 -1405 E - H 821 - 395
C - J 209 -206 H - F 1203 -1569
D- J 265 0 F- G 1106 -772
D - H 148 -204
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine .
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the 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 othenvise 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 4 2016 A-1 Rmf Tnicces - Rnorad-linn of this dnmmant, in anv form. is nmhihhed vAhnut the written nennission of A-1 Rmf Tnrssn-s.
Job
CHH
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 "
>1y6:-
Truss
B09
I^ 8W
Truss Type
HIPM
174181#+ 181 1811
e5X8
1ty I Ply 02 O912021
2648
1814 181#+ 1814 181if_3f�,
_13,8.
®4X4
T
N
rn
1
SEAT PLATE REQ. SEAT PLATE REQ.
1'6° j 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 plf 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 pif 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: 122lb 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 purlins
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 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.
22'2°
71,3f22 2 2 122# 2 2 12 2 2 122#
300# 122# 122# 122#
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, HS
Deft/CSI Criteria
PP Deflection in loc L/defl 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
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
J 1838 /- P P /1316 P
K 1998 P P P /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 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 engineefin
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
4451 SL 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.
C nwinht 02R1e A-1 Rnnf Tnr. �r_v-R...du Linn of thL¢ domtmnnt. In anv fnnn. is nmhihand urithout the written namiccinn of A-1 RnnfTnimm.
J00
CHHS3B
1 russ I russ I ype Qty Ply
CA I JACK 1 8 1 1
02/09/2021
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
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: 11
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 8 0.36 1.00
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.
Additional Notes
****` BEARING ANALOG MODIFIEDI
Ie--1' -__I
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):0.000 - - 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- if Rh /Rw /U /RL
B 35' /- /46 /25 /32 /26
C 21 /- /46 /11 /6 /39
Wind reactions based on MWFRS
B Brig 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
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 stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. Asa 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 an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field ft 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—TIaht 0 2016 A-1 Rnnf Tnu-- Renrutudion of thi." dman nt. in anv in=. La nmhibRad without thn written narmlydan of A-1 Rnnf Tni-ii,
Job
CHHS3B
c
Truss Truss Type
CJ3 JACK
Qty Ply
8 1
u21U912U2i
2599
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;
Bat chord: 2x4 SP 42;
Webs: 2x6 SP #2;
12
4 C
III 1.5X B
X4(A1 HB 11-1/4"
3-15 16"
F
4E D
1113X6(`*)
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: 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 purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 36 0.00 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
11-1 /4" l
I- 3'
(I
Code I Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.019 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
F 389 /- /- /321 /208 /73
Rep Factors Used: Yes
VERT(CL): 0.037 E 661 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.006 C - -
D - /-79 P /59 /85 /-
Plate Type(s):
HORZ(TL): 0.013 C - -
C - /-85 P /41 f75 P
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.279
F Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.191
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.104
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Wgt: 11.9 Ibs
Bearing F 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 75 - 249 B - C 28 -40
Maximum Bat 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' form.
Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 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 wilting by all parties Involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
f'—daht 0 2n1fi A-1 Rnof Tmsses — Renmr1iidinn of this donimant. In anv fnnn. is nmhihitnd withoet tha wriftnn nwml Ginn of A-1 Rnnf Tnj c.
Job
CHHS3B
Truss
CJ5
Truss Type Qty Ply 02/09/2021
JACK 18 I
1
2600
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 "
3-15 16"
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 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
7i
r
Ln
r
r
SEAT PLATE REQ.
1'6" ---
5'
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code:FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefi U#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): -0.040 B 962 360
Loc R+ / R- / Rh / Rw / U / RL
E 316 /- /- /233 /148 /122
Rep Factors Used: Yes
VERT(CL): 0.032 B 999 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.026 B - -
D 52 /- /- 128 /-
Plate Type(s):
HORZ(TL): 0.029 B - -
C 76 !- /- 125 /100 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.576
E Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.235
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.190
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Wgt: 21.7 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 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
w
"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
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
t191231
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. 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.
Cnovrinht ® 201e A-1 Rmf Tn— - RRnrodipdon of thin dnmimant, in anv In— N nmhihfted withmit thn written nwmicdm of A-1 Rmf Tru—
Job
CHHS3B
Truss
CR
Truss Type
JACK
4 I Ply 102/09/2021
2601
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 "
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 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.
SEAT PLATE REQ.
7'
C
T
to
1
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): -0.121 B 516 360
Loc R+ / R- / Rh / Rw / U / RL
E 381 /- /- /264 /188 /172
Rep Factors Used: Yes
VERT(CL): 0.115 B 545 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.084 B - -
D 92 /- A 150 /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. Comp.
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 (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and . 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 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.
(•.nnvrioht n 201a A-1 R—f To— — Rnnr M dine of this dos -Ant. In anv fnnn, is nmhlhited withrnit the written nr."nissinn of A-1 Roof Tniss—
Job
CHHS3B
Loading Criteria (psf)
TOLL: 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;
Lt Wedge: 2x6 SP #2;
Special Loads
Truss Truss Type
HJ5 I HIP_
70#
4
_ __ 12
SEAT PLATE REQ.
�-- 2-0-11/16"
-3m+
9'1-9/16"
Qty Ply 02/09/2021
2 1
152#
2'0-3/16" - �{
B
T
fV
1
f - 1'5-1 /2" --�- 2'9-15/16"- 2'9-15/16"
42# 75# 104#
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 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 pif at 0.00 to 2 pif at 9.13
TC: 70 lb Conc. Load at 1.46
TC: -38 Ib 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 puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 9.13
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.
2606
i
Code / Misc Criteria
Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): -0.062 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
A 382 P P P 1371 P
Rep Factors Used: Varies by Ld C
s`tRT(CL): -0.064 C 999 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.083 C - -
C 109 /- /- P /48 P
Plate Type(s):
HORZ(TL): 0.084 C - -
B 85 P P /- /156 P
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.704
A Brg Width = 11.3 Min Req = 1.5
Max BC CSI: 0.626
C Brg Width = 1.5 Min Req = -
Max Web CSI: 0.000
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Wgt: 32.2 Ibs
Bearing A requires a seat plate.
11 Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 20.01.01A.0724.12
Chords Tens.Comp.
A - B 43 - 35
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 0 0
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the 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 engineeringBan
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 Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
11191231
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4451 St Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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.
Clmvdnht 0 2016 A-1 RmiTn - R-duallnn of this dm,ment. in anv fmm. is nrnhihtled withnut the written nemii cinn of A-1 RM!"rni vu.
Job
CHHS3B
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NC13CLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Truss Truss Type
HJ8 HIP_
70 + -38#+
3I5
SEAT PLATE REQ.
2'0-11 /16" -{
uty I y I UZ/UW;eUZ1
2 1 152# 273#
+ 2'0-3/16"--{
D
1'1'11-1/2" . I
1'5-1l2" 2'9-15/16 2915/16" 2915/16°
42# 104#
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 purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
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
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.048 C 999 361
VERT(CL): 0.054 C 999 241
HORZ(LL): -0.010 B - -
HORZ(TL): 0.019 B - -
Creep Factor. 2.0
Max TC CSI: 0.970
Max BC CSI: 0.989
Max Web CSI: 0.311
Wgt: 53.2 Ibs
VIEW Ver. 20.01.01A.0724.12
T
it
I?
1
2607
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
G 451 /- /- P /493 P
E 300 P /- P /223 P
D 174 /- /- P /187 P
Wind reactions based on MWFRS
G Brg Width = 11.3 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 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 (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially 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 geld
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St Lune Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 MIR A-1 Roof Tm. cna - RonrMnrdino of thin d-rmnnt. In anv farm, is nmhihkrtl withnut thn writtnn rw.nninsion of A-1 Roof Tnrrcnc.
JVV
CHHS3B
I IURS
R
I russ I ype Uty I Fly U21U9/2UZ1
EJAC 17 1
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 "
3-15 16"
SEAT PLATE REQ.
f - - 1'6" ----�
I- 6'6"
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 #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 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.
C
11
LO
u;
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): -0.096 B
589 360 Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.087 B
647 240 E 364 P P /255 /177 /159
FT/RT:10(0)/10(10)
HORZ(LL): -0.066 B
- - D 82 P /- /45 /4 /-
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 TIC 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
"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 Enginaedng (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the
Ryan Bays, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
# 91231
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and
4451 St Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
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 —riaht n 401E A-1 Rnnf T.-- Ren.MefJinn of thic dnn'ment. in — I— i." omhihifed with.d the written nnnni dnn of A-1 Roof Tmr ann.
Job
CHHS3B
Truss I cuss I ype city, rly
J8 EJAC 11 1
UY/UU/ZUZ7
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.
�-- 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 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 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.
C
co
$'6n mi
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): -0.166 B 485 360
Loc R+ / R- / Rh / Rw / U / RL
E 437 /- /- /292 1220 /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 /- P /66 /5 P
Plate Type(s):
HORZ(TL): 0.130 B - -
C 181 P P [72 /210 1-
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 (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the 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
q 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.
Cnnvriaht t0 2016 A-1 Roof To-- R—odiintion of this donimant. In anv form. Ls omhibilAd without tha writtnn rwrmissino of A-1 Roof Tnisses.
CHHS3B I J8B
3.1Te-
Iruss type
(MONO
12
4 p
3X4 B
AX6(C6
SEAT PLATE REQ.
--1,6" 1-
Loading Criteria (psi) 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'
Plating Notes
All plates are 2X4(C6) except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 8.50
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
6'9-7/16"
8,6"
ury rly I UZ/UV/ZUZI
1 1 2605
11�
D
III1.5X3 C
1112X4F
SEAT PLATE REQ.
V8-9/16" --�
T
io
Fri i
1
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
Code: FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): -0.055 B 999 360
Loc R+ / R- / Rh / Rw / U / RL
G 350 /- % /245 /131 /148
Rep Factors Used: Yes
VERT(CL): 0.070 B 857 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.038 B - -
H' 56 P /- /29 129 /-
Plate Type(s):
HORZ(TL): 0.047 B - -
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
G Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.557
H Brg Width = 76.0 Min Req = -
Max BC CSI: 0.459
Bearings G & G are a rigid surface.
Max Web CSI: 0.304
Bearings G & G require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:37.1 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 20.01.01 A.0724.12
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 (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
Rya n Bays P.E.
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 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 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 Lucle 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.
Glo—right 02mle A-1 Roof Tn ccaa— Ranrndiidi n of thN d—nonnt, in am in=. is nmhiNtnd withmit thn wrihan nannicdnn of A-1 RonfTri—s.
Y
I
10428/2020 HIP/ KING JACK (TYPICAL) STDL Ol .0
�= A-1 ROOF
= TRU55E9
A FLORIDA CORPORATION
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
(772)409-1010
ATTACH END JACKS USING (4)
0.131" 0 TOENAILS ATTOP
CHORD & (3) 0.131" O TOE
NAILS AT BOTTOM CHORD.
ATTACH KING JACK USING
(3) 0.131" O TOE NAILS AT
TOP CHORD & BOTTOM
CHORD.
ATTACH CORNER JACKS USING
(2) 0.131" 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, Suile 201
Fort Pierce, FL 34946
5/28/2020 HIP/KING JACK (HVHZ) STDL "02.2's
'do#A-1 ROOF
= TRU55E5
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" 0 TOE NAILS.
ATTACH CORNER JACKS &
STD. JACKS WITH (1) LSTA12
TWIST STRAP AT TOP CHORD
& BOTTOM CHORD WITH (10)
1 Od NAILS PER STRAP
MINIMUM (TYP).
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.
1t 91231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
-FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL I STDTL03 I
l is
is
�i
Ci
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772.409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
V - 3' MAX.
DIAL. 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 L
r 24' O.C.
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MINJ.
' PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\BRACE AND THE TWO TRUSSES ON
\ EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
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 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(131'X3') NAILS SPACED . 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUSS.
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
\S ARE NOT ADDRESSED HERE. /
STANDARD GABLE /
\ SS /
UKAL
TRUSS
.. �.. STUD
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM,CHORO 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 STDII'1�O4.1 A
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.
# 91231
4451 St Lucie Blvd, Suite 201
Fart Pierce, FL 34946
JULY 17, 2017
TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772 409.1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
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.
GABLE END, COMMON
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
TRUSS, OR GIRDER
TRUSS
DETAIL A
BASETRUSSES
-C CIVU, L,VMMVIV
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
SIMPSON SDS25412 (1/4" X 4.5")
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06'
GENERAL SPECIFICATIONS:
rrI -
1. NAIL SIZE = 3" X 0.131" = 10d
�! 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL
�-
�I 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
A-i ROOF TRUSSES TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
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
772409-1010 TRUSS
SECURE
W/(
VALLE(TYPICAL) I� II �� II II II IIASET 11 TRUSSES
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P r2 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 3/12 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
If.
(HIGH WIND VELOCITY) ^�L STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTAC
WIND DESIGN PER ASCE 7-98, ASCE 7-1
WIND DESIGN PER ASCE 7-10: 170 MPE
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PSE
MAX SPACING = 24" O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY UNDcK VMLL=T 1 KUJJCJ 11AUJ 1 cc
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
r
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
FBI
CLIP MUST BE APPLIE
THIS FACE WHEN I
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 I STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
7z;
VERT
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUD
#2 DIAGONAL
BRACE
(4) - 16d ,
NAILS
16d NAILS
SPACED 6' -D.C.
(2) 10d NAILS
INTO 2X6
2X6 SP OR'
SPF #2
2X4 SP OR
SPF #2
TYPICAL HORIZONTAL
BRACE NAILED TO
2X4 VERTICALS
SECTION A -A
W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
**
(4) 8d NAILS MINIMUM, ROOF
3X4=
B
PLYWOOD SHEATHING TO SHEATHING
2X4 STD SPF BLOCK
*
DIAGONAL BRACING ** L - BRACING REFER
/
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:.
/
MINIMUM GRADE OF #2 MATERIAL IN THETOP
lOd
CONNECTION BETWEEN BOTTOM CHORD OF G BLE ENDAND TRBOTTOM
RUSS AND WALL TO
12' AILS
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3.
BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG.
--,
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.
/ TRUSSES B 24' O.C.
S.
DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT4'-0'D.C.
S.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
SPACED 48' O.C. ATTACHED
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
__ TO VERTICAL WITH (4).-
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
;' 16d NAILS, AND ATTACHED
7.
GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240.
TO BLOCKING WITH (5) -
B.
THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS.
9.
DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
10.10d
AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS
HORIZONTAL BRACE
RESPECTIVELY.
(SEE SECTION A -A)
11.
SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP #31 STUD
12" O.C.
3-8-10
R-11
6-6.11
11-1-13
2X4 SP 43 / STUD
I 16" O,C.
3.3-10
4-9-12
6-6-11
9-10.15
2X4 SP #31 STUD
24" O.C.
248 6
3-11-3
5-4-12
8.1-2
2X4SP#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
2X4 SP 42
24" O.C.
1 3-14
1 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 G' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B OR C
ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
END WALL
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
'X
T-BRACE / I -BRACE DETAIL
FEBRUARY 17, 2017
STDTL09
WITH 2X BRACE ONLY
NOTES:
T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90% OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
........................ ...... _.-............. -
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
10d
6' O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON
TWO—PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2X6
2X6 T—BRACE
2X6 I —BRACE
2X8
2XB T—BRACE
2X8 I —BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2X6
2X6 T—BRACE
2X6 I —BRACE
2X8
2X8 T—BRACE
2X8 I —BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS NAILS
WEB
NAILS WEB
I -BRACE T-BRACE
Ryan Bays, P.E.
491231
SECTION DETAIL 415Fed Pierce, F1L'34946201
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTL10 ?� L .°'I
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772.409-1010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
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 ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
WEB WITH (3) - 10d SCAB WITH (3) - 10d
NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL
NIBLS(0131'X3)
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
TRUSS f 2X6 4' - 0' WALL
STRONGBACK (TYPICAL SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIAJ
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 STRDNGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017
LATERAL TOE -NAIL DETAIL
STDTL11
A-1 ROOF TRUSSES
4451 ST_ LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o.135
J
93.5
85.6
74.2
72.6
63.4
.162
108.8
99.6
86.4
84.5
73.8
in
pi
.128
74.2
67.9
58.9
57.6
50.3
0
Z
0
J
.131
75.9
69.5
60.3
59.0
51.1
.148
81.4
74.5
64.6
63.2
52.5
in
N
IM
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30° TO SO*
45.00°
ANGLE MAY
VARY FROM
30" TO SO*
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
(2X6) 4 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
]0°
Z.
�» a � o' wu o u, QUM 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
a
U7
l'7
.162
72
58
39
37
25
J
2
('
.128
54
42
28
27
19
f—
Z
Z
.131
55
43
29
28
19
W
.148
62
48
34
31
21
J
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
J
.148
57
44
31
28
20
M
NOTES:
1. TOE —NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE 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 CLB/NAIL) X 1.33 COOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEOS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
rrr USE (3) TOE —NAILS ON 2X4 BEARING WALL
rrr USE (4) TOE —NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S:
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
.. 3ays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
SIDE VIEW
END VIEW
I E[�RdARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT I STDTL13
w �
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
"1.5x4
a
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.
# 9123,
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
April 11, 2016
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
STDTL14
Q.
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
n
", V I 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
2X4
2X6
20
30
24"
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5485
3346
5019
2829
4243
2898
4347
rt DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4. THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
'I BREAK
•10d NAILS NEAR SIDE
+10d NAILS FAR SIDE
6' MIN
THE LOCATION OF THE BREAK MUST BE GREATER
THE REQUIRED X DIMENSION FROM ANY PERIMETER
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT
00 NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE -TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY. TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THAN OR EQUAL TO
BREAK OR HEEL JOINT
(SEE SKETCH ABOVE).
Ryan Bays, P.E.
# 91231
4451 St Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTL16 +�
I
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' OIA. X 3') SPACED 6' D.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TD
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.
1191231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946