HomeMy WebLinkAboutTruss Engineering4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946-,;�
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
RECEIVED
NOV 17 2021
St. Lucie County
Permitting
TRUSS ENGINEERING
BUILDER: HABITAT SLC
_ PROJECT: SALERNO RD
COUNTY: EXEMPT
LOT/BLK/MODEL: 10268 SALERNO
JOB#: 86250
MASTERM CHHS3B
OPTIONS: NO OPTIONS
C
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
RE, -'Job CHHS3B
JOB #86250
Site Information:
Customer Info: HABITAT ST. LUCIE COUNTY Project Name: SCATTERED LOTS
Lot/Block: Model: THREE BEDROOM
Address: Subdivision:
City: County: St Lucie
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: `
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-16 Wind Speed: 160 ,
Roof Load: 40.0 psf Floor Load: 0.0 psf
This package includes 30 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
2645
A01
2/9121
13
2651
B01
2/9121
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
2/9121
1 15
2593
B03
2/9/21
27
2607
HJ8
2/9/21
4
2583
A04
2/9/21
16
2594
1304�
2/9/21
28
2603
J7
2/9/21
5
2641
A05
2/9/21
17
2609
B05
2l9/21
29
2604
J8
2/9/21
6
2638
A06
2/9/21
18
2595
B06
2/9/21
30
2606
J813
2/9/21
7
2616
A07
2/9/21
19
2596
B07
2/9/21
31
STDL01
STD. DETAIL
2/9/21
8
2613
A08
2/9/21
20
2597
B08
2/9/21
32
STDL02
STD. DETAIL
2/9/21
9
2621
A09
2/9121
21
2648
B09
2/9/21
33
STDL03
STD. DETAIL
2/9/21
10
2635
A10
2/9/21
22
2598
CA
2/9/21
34
STDL04
STD. DETAIL
2/9/21
11
2629
All
2/9121
23
2599
CM
2/9/21
35
STDL05
STD. DETAIL
219/21
12
2632
1 Al2
2/9121,
24
2600
1 CJ5
219/21
30,
STDL0.6.
STD. DETAIL
2/9/21
The truss drawing(s) referenced have been prepared byAlpine Engineered Products, Inc. under mydirectsupervision basedon he parameters provided byXTRoofTnisses, Ltd.
Truss Design Engineer's Name: Rama Pranav Kristam
My license renewal date for the state of Florida is February 28,2021.
�1
NOTE:The seal on these drawings indicate acceptance of professionalengineeting 11 �-'+r
responsbTitysolelyforthetrusscomponentsshown. ,Y'�-*
Thesultabilltyand use of components forany particularbuilding is the responsibility ofthe building
designer, perMSVrPI-1 Sec. 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction '
documents (also referred to at times as'Structural Engineering Documents) provided by the Bui�dmg r E
Designer indicating the natureand characterof the work.
The design criteria therein have been transferred to Rama Pranav Kristam PE by [A1 Roof Trusses or
specific location]. These TDDs (also referred to at times as'Structural Delegated'
Engineering Documents) are specialty structural component designs and may be part of the pro�eat's { • +'+ �•�"
' ..
deferred orphased submittals. AsaTruss Design Engineer (Iz., specialty ' `'��.��3y,.•'w' ��"'
Engineer), the seal here and on the TDD represents an acceptance of professional engineering,
responsibilityforthedesignofthesingleTrussdepictedontheTDDonly.TheBuildingDestgnetis
responsible forand shall coordinate and review the TDDs for
compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes Ryan;Bays, .PE
4451I.S.f.Luck Blvd.8uite;201
Fort Pierce, FL 34946
Ryan
by Ryan M Bays
Pierce,
Page 1 of 2
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job CHHS313
No.
Seq #
Truss Name
Date
37
STDL07
STD. DETAIL
219/21
38
STDL08
STD. DETAIL
2/9/21
39
STDL09
STD. DETAIL
2/9/21
40
STDL10
STD. DETAIL
219/21
41
STDL11
STD. DETAIL
219121
42
STDL12
STD. DETAIL
2/9/21
43
STDL13
STD. DETAIL
2/9121
44
STDL14
STD. DETAIL
219/21
45
STDL15
STD. DETAIL
2/9/21
46
STDL16
STD. DETAIL
219/21
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 y These truss designs rely on lumber values established by others.
Page 2 of 2
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fart Pierce, FL 34946
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B I A01 I HIPS 11 I
1
2645
16'4" / 11'8" 16'4"
=5X6
G H _ X I
T ,2
4 p
3X6 F 4X6
�3X4E J K .3X6
1.5X4 D
to o4X4 C (a) (a L-3X4
4X6(C6 B
spa -_
=3X6(C6) S R Q P O 1113 N
=-3X4
3X4 ==5X6 =3X8 =4X12 =3X6
SEAj PLATE REQ. SEAT PLATE REQ.
L16 364" 7W �{
�- 2'6" 1 44'4"
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 2400f-2.OE + SP M-31:;
T2 2x4 SP M-30; T3,T4 2x4 SP #2;
Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30;
B3 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.
Code / Misc Criteria
Code:FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
AFT/RT:10(0)/10(10)
Plate Type(s):
WAVE
T
M=3X6(C6)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
VERT(LL): 0.145 L 368 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.312 L 171 240
B 1686 /- P /1060 /783 /178
HORZ(LL): -0.045 L - -
N 2107 P /- 11390 /899 /-
HORZ(TL): 0.076 L - -
Wind reactions, based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.681
N Brg Width = 8.0 Min Req = 1.7
Max BC CSI: 0.773
Bearings B & N are a rigid surface.
Max Web CSI: 0.832
Bearings B & N require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
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- I 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 theSpecialtyEngineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss 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.
Convrinht 4 2016 A-1 Roof Tmcwa - Renrod.,oti- of this domrment. in env form. Is nmhihhed vothout the written nerrniseinn of A-1 Roof Tnr. oec.
Job Truss Truss Type Qty Ply 02/09/2021
CHHS313 I A02 HIPS 11 1
2581
18'4" i7,8"
oa 5X8
G
=5X6
H
18'4"
T
12 _
4 3X4 F I sz X
_X6 �
rn �3X4D 3X6E (a) K1112X4
_ (a)
C6) 3(C
4X6(C6 t
-lsps•
T S R Q P O N M= X6
S�E1Aj,PLATE�REQ.
�— 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 "
1111.5X3 =3X4 =5X6 =3X4 =3X8 =3X6
Wind Criteria
Wind Std: ASCE 7-16
Speed: 1160 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.OE; 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.
SEAT PLATE REQ.
35'4" 1 7'6" —�
44'4" _I
3X6(A1)
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 Sid: 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 /- /- /1049 /777 /196
FT/RT:10(0)/10(10)
HORZ(LL): 0.034 M - -
M 2121 /- /- /1388 1887 /-
Plate Type(s):
HORZ(TL): 0.075 M -
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
T Big 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- I 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
-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 engineenn
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Ryan Bays, P.E. -
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
# 91231
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
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 2016 A-1 Ronf T.,.-- Renrnduntinn of this dr-ment. in env form. is nmhihited withnut the written permission of A-1 Rnof Tnrss
Job Truss
CHHS3B A03
r 20'4"
Truss Type Qty Ply 02/09/2021
HIPS 11 11
-}� 3'8" 20'4"
=5X6 =6X6
G H
T 12
4 r,� o0a3X4F 1Z—Z3X4
g J ZZ 3X6
4X6 E K__
_ o3X4D (a)
3�(C6) C
=4X6(C6 L
- sps•
T S R Q P O N 1113 M
1111.5X4 =3X4 =5X6 =3X4 =3X4 =3X6 =4X4
SEAT, PLATE REQ.
2,6e '1 V
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00 i
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.01
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
SP M-31; T3 2x4 SP #2;
Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30;
B3 2x4 SP #2;
Webs: 2x4 SP #3; W8 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.750'
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 20.33 24.00
BC 61 0.00 44.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
SEAT PLATE REQ.
35'4" i7'6"
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE ,
ft
44'4"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.276 Q 999 36
VERT(CL): 0.654 Q 636 24
HORZ(LL): 0.063 G - -
HORZ(TL): 0.151 G
Creep Factor: 2.0
Max TC CSI: 0.817
Maz BC CSI: 0.995
Max Web CSI: 0.784
Wgt: 230.3 Ibs
VIEW Ver: 20.01.01A.0724.12
2582
3X6(A1)
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
U 1686 /- /- /1044 1782 /214
M 2107 /- /- /1365 /879 /-
Wind reactions based on MWFRS
U Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 2.5
Bearings U & M are a rigid surface.
Bearings U & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 521 -1332 G - H 1425 -1603
A- B 52 0 H- 1 1402 -1745
C - D 1439 - 2339 I - J 565 - 676
D - E 1759 - 2705 J - K 557 - 741
E - F 1776 - 2655 K - L 904 -1135
F - G 1446 -1777
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.'
U - B
1282 -400
Q - P
1603
- 893
U - T
2175 -1251
P - O
1271
- 754
T - S
2201 -1276
O - N
1271
- 754
S - R
2326 -1428
N - M
1055
- 697
R - Q
2326 -1428
M - L
1154
- 778
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
B - C
992 -1183
H - P
192 - 52
T - D
579 - 576
P -1
725 - 517
D - S
477 - 369
I - N
1234 -1224
S - F
514 -42
N - K
1432 -981
F - Q
822 - 959
K - M
1600 -1920
G-Q
421 -218
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. ;
Verify design parameters and read notes on this Truss Design Drawing (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 inventing 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-I.
Cnnvriaht* 2016 A-1 Rnof Tnrzse_c — Renrnduotinn of this dome—rit. in anv form. is nrohihited without tha written narmicsinn nfA-1 Rnnf Tnn—s.
Job Truss
CHHS3B A04
Truss Type Qty I Ply
HIPS 1 1
02/09/2021
2583
tl
[— 2,6"
S`F2T, PLN ATE REQ.
22'
r_
22'
1111.5X3 =3X4 =5X6 =3xb =3X6 =4X4
Loading Criteria (psf)
Wind Criteria -
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.01
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
SP M-31; T3 2x4 SP #2;
Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30;
B3 2x4 SP #2;
Webs: 2x4 SP #3; W8 2x6 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.750'
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Puriins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
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.
J
L
SEAT PLATE REQ.
35'4" i 7'6" -�
Code / Misc Criteria
Code: FBC 7th Ed: 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.150 Q 999 360
Loc R+ / R- / Rh / Rw / U / RL
S 1686 /- /- /1032 /782 /229
VERT(CL): 0.310 Q 999 240
HORZ(LL): 0.031 M - -
L 2107 /- A /1350 /879 /-
HORZ(TL): 0.067 M - -
Wind reactions based on MWFRS
Creep Factor:10
S Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.631
L Brg Width = 8.0 Min Req = 2.5
Max BC CSI: 0.994
Bearings S & L are a rigid surface.
Bearings S & L require a seat plate.
Max Web CSI: 0.778
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:230.3lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.01.01A.0724.12
B - C 576 -1470 F - G 1266 -1676
A-B 52 0 G-H 1241 -1671
C - D 1422 - 2435 H - I 658 - 931
D - E 1578 - 2594 I - J 645 - 995
E - F 1599 - 2550 J - K 915 -1147
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
S - B
1414 -452
O - N
1400
-753
S - R
2272 -1241
N - M
1400
- 753
R - Q
2292 -1261
M - L
1064
- 708
Q - P
2215 -1249
L - K
1160
- 789
P - O
2214 -1250
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - C
917 -1139
G - O
606 - 307
R - D
529 -475
O - H
302 -259
D - Q
268 - 230
H - M
1034 -1031
Q - F
488 -16
M - J
1585 -1080
F - O
774 - 881
J - L
1633 -1960
**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 Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1- The approval of the TDD and any field 4451 St. Lucie Blvd, Suite 201
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the
Building Designer or Truss System Engineer, of any building. All capitalized terms are as defined In TPI-11. `
C owiaht Q 2016 A-1 Ronf Tniss".s — Renroduc Linn of this d—iment, in anv form. is nrohibitsd without the written nermicsinn of A-1 Roof Tmace_c.
Job Truss
CHHS3B A05
t ,
Truss Type
HIPS
Qty Ply 02/09/2021
1 1
2641
r 20'6"
%T PLATE REQ.
=3X4 =H0308
Loading Criteria (psq Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00 Mean Height: 25.00 ft
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.0E +
SP M-31; T3 2x4 SP #2;
Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:;
B2 2x4 SP M-30; B3 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 20.50 23.83
BC 61 0.00 44.33
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types. -
3'4"
sa5X6 =6X6
F G
=3X4 =3X4
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, HS
44'4"
20'6"
=3X6 =;6(4 1113X6`
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.303 P 999 36(
VERT(CL): 0.694 P 600 24(
HORZ(LL): 0.053 F - -
HORZ(TL): 0.130 F -
Creep Factor: 2.0
Max TC CSI: 0.873
Max BC CSI: 0.994
Max Web CSI: 0.793
Wgt: 219.1 Ibs
VIEW Ver: 20.01.01A.0724.12
SEAT PLATE REQ.
T6" -{
=3X6(A1)
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
S 1520 /- P /880 /684 /183
L 2112 P P /1361 /888 P
Wind reactions based on MWFRS
S Brg Width = 8.0. Min Req = 1.5
L Brg Width = 8.0 Min Req = 2.5
Bearings S & L are a rigid surface.
Bearings S & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 149 - 655 F - G 1477 -1628
B - C 1989 -2698 G - H 1456 -1772
C - D 1881 -2611 H -1 577 - 731
D - E 1892 - 2552 I - J 565 - 773
E - F 1501 -1806 J - K 899 -1130
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
S - R
2461 -1681
O - N
1301
- 795
A - S
666 -136
N - M
1301
- 795
R - Q
2315 -1520
M - L
1085
- 726
Q - P
2315 -1520
L - K
1145
- 773
P - O
1628 - 941
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
S - B
2000 -2270
G - O
183 -52
C - R
233 - 54
O - H
720 - 505
R - E
381 - 34
H - M
1242 -1220
E - P
811 - 908
M - J
1485 -1031
F - P
462 -271
J - L
1613 -1923
'-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
)j g1231
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvdnht Q 2016 A-1 Roof To,-- — Renmduc:tinn of this dnatment. in env fern. is nrnhihtted Wfhnut the written nermicsion of A-1 Roof Tnicce_s.
Job Truss
CHHS3B A06
Truss Type
HIPS
1ty 1y 102/09/2021 1
it
2638
A
SEAT PLATE REQ.
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 "
18'6" 1 7'4"
e5X8
F
5X6
G
18'6" 1
=3X4 =4X6 =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-2.0E +
SP M-31; T5 2x4 SP M-30;
Bot chord: 2x4 SP M-30; 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'
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 18.50 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.
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
SEAT PLATE REQ.
44'4"
(=3X6(A1)
7,6"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity.
VERT(LL): 0.190 E
999 360
Lot- R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.400 E
999 240
R 1508 /- /- /885 /679 /165
HORZ(LL): -0.055 B
- -
L 2126 /- /- /1385 /895 /-
HORZ(TL): 0.118 B
- -
Wind reactions based on MWFRS
Creep Factor: 2.0
R Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.814
L Brg Width = 8.0 Min Req = 2.5
Max BC CSI: 0.742
Bearings R & L are a rigid surface.
Max Web CSI: 0.731
Bearings R & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:221.2lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.01.01A.0724.12
A- B 245 -707 F - G 1493 -1548
B - C 1958 - 2659 G - H 1480 -1681
C - D 2006 -2575 H -1 866 -1108
D - E 2017 - 2545 I - J 843 -1112
E - F 1742 -2047 J - K 872 _-1227
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
R - Q 2428 -1654 O - N 1887 -1235
A-R 711 -219 N-M 1021 -651
Q - P 2337 -1640 M - L 1021 - 651
P - O 2337 -1640 L - K 1218 - 758
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
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines theresponsibilitiesand duties of the Truss Fart Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvriaht Q 201E A-1 Rnnf Tnr. sac - R-Murtinn of this dnnrmxnt: In anv In- is nrnhihited vrithnut tha v ritten nennicainn of A-1 Rnnf Tnr. sas.
Job
CHHS3B
Truss
A07
Truss Type Qty Ply
HIPS 1 1
02/09/2021
2616
11
12
4 p
B
1=3X6(Cy
=3X6(C6) F
TLA SAPT TE REQ.
16'6" 1 V4" i166" 1
=5X6 III1.5X4 =5X6
E F G
X6
3X4CD H \ 1 4, 3X6
Q P O N M L 1113X6 K
III1.5X3 =3X4 =H0308 =3X8 =H0308 =4X4
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00 Mean Height: 25.00 ft
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.0E +
SP M-31; T3,T4 2x4 SP #2;
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.
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.
J 21X6(A1)
SEAT PLATE REQ.
364" T6" -{
i
44'4" 1
j
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): 0.205 P 999 360
Loc R+ / R- / Rh / Rw / U / RL
R 1520 /- /- 1896 /685 /147
Rep Factors Used: Yes
VERT(CL): 0.430 P 969 240
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)
I
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 - I
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 stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineeririg (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. TPI-1 defines the responsibilities and duties of the Truss
Fort Pieroe, 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.
r-rinht (e 2016 A4 Roof Tn,ss-- Renrodud. ion of this dorj,ment. in am form. is nrahihited without the written nermi-1- of A-1 Roof Tmcses.
Job Truss Truss Type
CHHS3B A08 HIPS
I
Qty I Ply 02/09/2021
1 1
2613
14'6" 1164" -{- 14'6" -I
=5X8 III1.5X4
12 D E F
T 417
o3X4C (a) �4X6
in
A�3X4 B (a) H �3X4 I
P O N M L K J 1113X6
1111.5X3 =3X4=3X6 =3X10 =3X6=4X6
SEAT PLATE REQ. SEAT PIJt4TISREQPLAT66EQ ak, %IRRIEQ.
I-116 35' 5'4" j L'1
44'4"
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria Defi/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
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): 0.212 O 999 360
Loc R+ / R- / Rh
/ Rw '/ U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes VERT(CL): 0.424 O 982 240
Q 1526 /- /-
/883 /708 /130
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10) HORZ(LL): -0.058 B - -
J 1842 /- /-
/950 /771 P
EXP: C Kzt: NA
Plate Type(s): HORZ(TL): 0.117 B - -
J* 24 P P
' /14 /3 P
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
R 337 /-119 P
1160 /168 P
NCBCLL: 10.00 TCDL: 5.0 sf
p
Max TC CSI: 0963
Wind reactions based on MWFRS
Load Duration: 1.25 BCDL: 5.0 psf
"
.
Max BC CSI: 0.964
Q Brg Width = 8.0
Min Req = 1.5
Spacing: 24.0 MWFRS Parallel Dist: h/2 to h
J Brg Width = 8.0
Min Req = 2.2
C&C Dist a: 4.43 ft
Max Web CSI: 0.758
J Brg Width = 64.0
Min Req = -
Loc. from endwall: not in 13.00
ft Wgt: 224.7 Ibs
R Br Width = 8.0
9
Min Re 1.5
q =
GCpi: 0.18
Bearings Q, J, J, & R are a rigid surface.
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12
Bearings Q, J, J, & R require a seat plate.
Lumber
Maximum Top Chord Forces Per Ply (Ibs)
Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE +
Chords Tens.Comp.
Chords Tens. Comp.
SP M-31;
Bot chord: 2x4 SP #2; B1 2x4 SP 2400f-2.OE +
A - B 524 -838
E - F 2420 -2372
SP M-31;
B - C 2335 -2690
F - G 1568 -1580
Webs: 2x4 SP #3; W6 2x6 SP #2;
C - D 2325 -2493
, G - H 604 -267
Lt Slider: 2x6 SP #2; block length = 2.750'
D - E 2420 -2372
H - 1 657 -724
Rt Slider: 2x6 SP #2; block length = 2.750'
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp.
Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on
member.
Q - P 2467 -2052
M - L 1435 -1189
A - Q 835 - 504
L - K 1435 -1189
Plating Notes
P - O 2468 -2059
K - J 230 -420
All plates are 3X6(C6) except as noted.
O - N 2320 -1939
J - R 619 -1069
N - M 2320 -1939
Purlins
In lieu of structural panels or rigid ceiling use purlins
Maximum Web Forces
Per Ply (Ibs)
to laterally brace chords as follows:
Webs Tens.Comp.
Webs Tens. Comp.
Chord Spacing(in oc) Start(ft) End(ft)
TIC 24 14.50 29.83
Q - B 1974 - 2075
M - F 1140 -1059
BC 71 0.00 44.33
P - C 213 -29
F - K 614 - 586
Apply purlins to any chords above or below fillers
C - O 211 -250
K - G 1899 -1395
at 24" OC unless shown otherwise above.
D - O 365 -8
G - J 1526 -1728
D - M 145 -348
H - R 623 -593
Wind
E - M 740 -482
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer
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
the Truss, including handling, installation bracing be the responsibility the Building Designer and Contractor. All notes set out in the TDD and the and
4451 St. Lucie Blvd, Suite 201
use of storage, and shall of practices
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 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.
C nvdnht A 2016 A-1 Rnnf Tmrsr_c - RenrndurAinn of this d-ment. in anv in'm, is nmhihned without the written nerni-1- of A-1 Rnnf hisses.
Job
CHHS36
Truss
A09
r 11'11-11/16"
12
T4 p E===
m 3X4 D
175 ip 4X636BC6)C 3X4
1 6-T16
U T
1111.5X3 =3X4
Truss Type City Ply 02/09/2021
HIPS 11 11
19'4" -{-
=3X4 =3X6 III1.5X3
J R
=H0308 =3X4
W r
=3X8 =HO308
v
=3X4
2621
J--3X4 4X6(C6)
K-3X6(C6)
L�3X4
N
1111.5X3
11 t11 116QTE REQ. 41'4" SEAT 11 1T1 /,&Q.
T/ f6 43'3-3/8" 6-1v5/16„
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 L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014 VERT(LL): 0.339 H
999 360 Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes VERT(CL): 0.684 H
714 244 B 1788 /- /-
/1002 /822 /118
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10) HORZ(LL): 0.092 N
- - L 1788 /- /-
/1002 /822 /-
J EXP: C Kzt: NA
Des Ld: 40.00
Plate Type(s): HORZ(TL): 0.187 N
- - 'Wind reactions based on
MWFRS
Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0
B Brg Width = 8.0
Min Req = 2.1
: 10.00 BCDL: 5.0 psf
NCBLoad
Max TC CSI: 0.769
L Brg Width = 8.0
Min Req = 2.1
Du
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.989
Bearings B & L are a rigid
surface.
Spacing: 24.0 MWFRS Parallel Dist: h/2 to h
Bearings B & L require a
seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.999
Loc. from endwall: not in 6.50 ft
Maximum Top Chord Forces Per Ply (Ibs)
'Tens.Comp.
Wgt: 232.4 Ibs
Chords
Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12
A- C 667 -971
G - H 3786 -3944
Lumber
C - D 2959 -3370
H -1 3788 -3946
Top chord: 2x6 SP 2400f-2.OE; T2,T3 2x4 SP #2;
D - E 3135 -3402
I - J 3133 -3401
Bot chord: 2x4 SP M-30; B2 2x4 SP #2;
E.- F 3766 -3927
J - K 2960 -3371
Webs: 2x4 SP #3;
F - G 3786 - 3944
K - M 669 - 972
Lt Slider: 2x4 SP #2; block length = 1.750'
Rt Slider. 2x4 SP #2; block length = 1.750'
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Bracing
(a) Continuous lateral restraint equally spaced on
A - B 1003 -675
R - Q 3950 -3465
member.
B - U 3068 -2608
Q - P 3194 -2738
U - T 3067 -2613
P - 0 3194 -2738
Purlins
T - S 3195 -2742
O - N ' 3068 -2612
In lieu of structural panels or rigid ceiling use purlins
S - R 3195 -2742
N - L 3069 -2608
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
TC 24 11.97 31.31
Webs Tens.Comp.
Webs Tens. Comp.
BC 54 0.00 43.28
Apply purlins to any chords above or below fillers
B - C 2487 -2647
H - Q 548 -353
at 24" OC unless shown otherwise above.
U - D 178 -2
Q - 1 896 -964
D - T 207 -389
1-0 236 -1
Wind
E-T 236 0
O-J 210 -386
Wind loads based on MWFRS with additional C&C
E - R 878 -938
J - N 178 -3
member design.
R - F 584 -360
K - L 2487 -2646
Wind loading based on both gable and hip roof types. -
F - Q 77 -71
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (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 engineen . nE 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. 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'.-d.ht a12n1a A-1 RoofT.,. -s- Renmdurtion of this d—anent. in am form. is nmhihited withnut tha written nannissinn of A-1 Rnnf Tnrr sec.
Job
CHHS3B
to
-
�l
4)
ih
6-1116'
Truss Truss Type Qty Ply
A10 HIPS 11 11
i-9'11-11/16" A.234"
12 =6X8 =3X4 =H0306 III1.5X4
4 p D E F G
02/09/2021
2635
9'11-11 /16" -{
=6X8
H
4X4
(a)
(a)
(a)
= 4X6(C
1-3J 6(C64
6(C6)BC6)C
K
A
0 P O N M L
III1.5X3 =H0308=4X4=4X8=H0308 III1.5X3
3)
1 1 j11 /16QTE REQ. 41'4" SEAT 1111T1 /116�`0
6-f)6" 43'3-3/8"
r
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Code:FBC 7th Ed. 2020 Res.
PP Deflection in Ioc�Udefl U# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 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 P /- /1003 /934 /101
BCDL: 10.00 Risk Category: 11
FT/RT:10(0)/10(10)
HORZ (LL): 0.099 I
- - J 1788 /- /-, /1003 /934 /-
EXP: C Kzt: NA
Plate Type(s):,
HORZ(TL): 0.201 1
- Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2
B Br Width = 8.0 Min Re 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
0.
Max TC CSI: 0.779
J Brg Width = 8.0 Min Req = 1.5
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
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 6.50
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-2.0E + SP M-31:;
B2 2x4 SP M-30;
Webs: 2x4 SP #3;
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
Maximum Web Forces Per Ply (Ibs)
In lieu of structural panels or rigid ceiling use purlins
Webs Tens.Comp. Webs Tens. Comp.
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
B - C 2690 -2529 N - H 1533 -1620
TC 24 9.97 33.31
D - Q 290 0 G - N 691 -457
BC 57 0.00 43.28
D - O 1504 -1581 L - H 294 0
Apply purlins to any chords above or below fillers
d - E 719 -463 1- J 2693 -2533
at 24" OC unless shown otherwise above.
E - N 82 -58
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
r
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on.the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and anyfield # 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 0 2016 A-1 Rmf Tmscen - Renmdurlinn of thin dnmment. in anv form. is nmhihited withnut the wriftnn nermiccinn of A-1 Rmf Tms"es.
Job
CHHS3B
.
Truss Truss Type
A11 HIPS
1ty 1y I oz/as/zozl
1
2629
-7'11-11/16" -1-
r� 4 p =6X10
D
=3X6(C6)C 4X4
1s/1s° =4X6A(C6)B
1 sTis
=3X4 '
E
(a)
27'4"
1111.5X4=4X6
F G
=3X4 =6X10
H I
(a)
=4X6(C6)
J=-3X6(C )
4Xdd
K� L
S
R Q
P
O N M
IIII.5X3
=4X6=H0308
=3X8 =H0308=4X6 1111.5X3
gE T L
1111-1 /16QTE REQ.
41'4"
Lq �R
SEAT 11 1T7 /ffiC.
Ai"1
r
43'3-3/8"
6-$/16"
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 U# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.606 F
806 360 Loc R+ / R- ! Rh'
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 1.222 F
400 244 B 1788 /_ /_
/1001 /935 /83
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.098 M
- - K 1788 /- /-
/1001 /935 /-
EXP: C Kzt: NA
Des Ld: 40.00
Plate Type(s):
HORZ(TL): 0.199 M
- - Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0
B Big Width = 8.0
Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.719
K Brg Width = 8.0
Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.956
Bearings B &-K are a rigid
surface.
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
Bearings B & K require a seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.817
Loc. from endwall: not in 6.50 f
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 211.4 Ibs
Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 20.01.01A.0724.12
A- C 1066 -1275
G - H , 5775 -5905
Lumber
C - D 3398 -3575
H -1 5159 -5255
Top chord: 2x6 SP 2400f-2.OE; T2,T3 2x4 SP M-30;
D - E 5159 -5255
I - J 3398 -3575
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
E - F 5775 -5905
J - L 1066 -1275
B2 2x4 SP M-30;
F - G 5775 -5905
Webs: 2x4 SP #3;
Lt Slider: 2x4 SP #2; block length = 1.750'
Maximum Bot Chord Forces Per Ply (Ibs)
Rt Slider: 2x4 SP #2; block length = 1.750'
Chords Tens.Comp.
Chords Tens. Comp.
Bracing
A - B 1308 -1090
P - O 5322 -5006
(a) Continuous lateral restraint equally spaced on
B - S 3283 -3020
O - N 5322 -5006
member. ,
S - R 3286 -3013
N - M 3286 -3011
R - Q 5322 - 5008
M - K 3283 - 3019
Purlins
Q - P 5322 -5008
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp.
Webs Tens. Comp.
TC 24 7.97 35.31
BC 53 0.00 43.28
B - C 2640 - 2543
P - H 643 - 652
Apply purlins to any chords above or below fillers
D - S 213 0
H - N 894 - 679
at 24" OC unless shown otherwise above.
D - R 2144 -2177
N -1 2144 -2177
Wind
R - E 894 - 679
M -1 _ 213 0
E - P 643 -652
J - K 2640 -2543
Wind loads based on MWFRS with additional C&C
F - P 561 -377
member design.
Wind loading based on both gable and hip roof types.
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231
use of the Tmss, 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 forgeneral 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 0 2n16 A-1 Rnnf Tri-- Ranrndurtinn of this dmime.nt. in anv form. is nmhihited withnut tha written nanniz inn of A-1 Rnnf Tn _ c %.
Job Truss Truss Type Qty I Ply
CHHS313 I Al2 I HIPS 11 2
02/09/2021
2632
t
i 6'6"
207# # 122# 122# 122# 122# # 122# 122# 122# # 122# 122# 122# 122# 207#
122122#
i i i i i i i 1221
i i i 1221
i i i i �__ 6'6-3/8" -�
31'4"
6'6" �{
12
4 =6X10
=4X4 1111.5X3=H0510 =3X4 =H0308=4X4
=6X10
C
D E
F G H I
J
T
B (C6) �3X4
-3K (34=4X6(C6)
rstsits
=4X6 C6
( )IL
A
L
1 a+3�
T
S R Q
P O N
M V
1111.5X3
=3X10 =H0510 =3X10
=4X4 =H0510 =3X10
III1.5X3
SEAT PLATE REQ.
41'4"
SEAT PLACE REQ.tf-1'B
6 "I
1
44 4"
-�
6'6-3/8" - 3/8' 2' } 2' + 2' 2' 2' 2' -] 7-1 /A 7 114� 2 2 t 2 -}- 2
2 -{� 2' _P 3/8'
191# 82# 82#
82# 82# 82# 82# 82##
82'#= 82# 82# 82#v 82#
82# 82#
82#• 82#i 1911##
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.
v
PP Deflection in loc Udefi L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.967 E 505 360
Loc R+ / R- / Rh / Rw / U / RL
U 3092 /- /- /- /2083
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: No
VERT(CL): 1.586 E 308 244
BCDL: 10.00
Risk Category: 11
9 ry:
FT/RT:10 0 /10 10
HORZ(LL): -0.119 C - -
V 3092 /- /- /- /2083 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.196 C -
Wind reactions based on MWFRS
Des Ld: 40.00
Mean Height: 25.00 fit
WAVE, HS
Creep Factor: 20.
U Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 0.00
TCDL: 5.0 sf
p
Max TC CSI: 0.929
V Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
BCDL: 5.0 psf
Max BC CSI: 0.989
Bearings U & V are a rigid surface.
Spacing: 24.0 "
MWFRS'Parallel Dist: 0 to h/2
Bearings U & V require a seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.707
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 6.50
L
Wgt:467.6lbs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
VIEW Ver: 20.01.01A.0724.12
A - B 1308 -1942 G - H 4832 -7083
Wind Duration: 1.60
B C 21AR -3047 H -1 4832 -7083
Lumber
Top chord: 2x4 SP M-30; T2,T3 2x4 SP 2400f-2.OE +
SP M-31;
Bot chord: 2x6 SP 2400f-2.OE;
Webs: 2x4 SP #3; W2 2x4 SP #2;
Lt Slider: 2x4 SP #3; block length = 1.750'
Rt Slider: 2x4 SP #3; block length = 1.750'
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1)1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 61 plf at 0.00 to 61 plf at 6.50
TC: From 31 plf at 6.50 to 31 plf at 37.83
TC: From 61 plf at 37.83 to 61 plf at 44.33
BC: From 20 plf at 0.00 to 20 plf at 6.53
BC: From 10 plf at 6.53 to 10 plf at 37.80
BC: From 20 plf at 37.80 to 20 plf at 44.33
TC: 207 lb Conc. Load at 6.53,37.80
TC: 122 lb Conc. Load at 8.56,10.56,12.56,14.56
16.56,18.56,20.56,22.17,23.77,25.77,27.77,29.77
31.77,33.77,35.77
BC: 191 lb Conc. Load at 6.53,37.80 '
BC: 82 lb Conc. Load at 8.56,10.56,12.56,14.56
16.56,18.56,20.56,22.17,23.77,25.77,27.77,29.77
31.77,33.77,35.77
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 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.
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
51155 -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 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 engineefinE Ryan Bays, PZ
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability anduse 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. 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.
Convrinht 0 2o1R A-1 Rmf Tnicsas - Ranrndmntim of this dnoument. in anv fnm. is nrnhihited without the written narmission of A-1 Rmf Tnissec.
Job
CHHS3B
y
Truss Truss Type
B01 I SPEC
Qty Ply
3 I1
02/09/2021
2651
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
I
r 67-11V 1 2'4-1/8• 1 6'2-7/8' �{
1s'z-ve•
®sx4 -4z4
T,44 iATE REO.
RR14'8•
1117/8+ 67-1/8•t2'4-1/8' 1 62-7/8' -�
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 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.
t
it
j
1014-3/4'
t57-1/8'
4' .g"
1504
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): 0.276 F 614 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Varies by Ld C %1t-:RT(CL): 0.706 F 240 240
B 787 /_ /_ /403 /272 /278
FT/RT:10(0)/10(10)
HORZ(LL): 0.120 M - -
K 852 /- /- /294 /297 /-
Plate Type(s):
HORZ(TL): 0.307 M - -
Wind reactions based on MWFRS
WAVE, HS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.669
K Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.199
Bearings B & K are a rigid surface.
Max Web CSI: 0.349
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 117.6lbs
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 -i0 233 -136 I - L 1173 -1503
O - E 129 -158 L - K 666 - 851
E - N 1158 -1356 L - J 155 - 72
N-F 1211 -1004
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 nvriaht 0 2016 A-1 Roof Tniccr-c - Ranrod-lion of this domiment. in anv form. iv nrohihited without tha wdttan nnrmiceion of A-1 Ronf Tni-s.
Job Truss Truss Type Qty Ply 02/09/2021 2592
CHHS3B I B02 HIPM 11 I
1
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 "
a-1T6•
14'6" 1- 1'8" --�
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"
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.058 C 999 36,
VERT(CL): 0.118 C 999 24,
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
es5X6 1111.5X3
D E
SEAT PLATE REQ.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 737 /- P /454 /262 /253
1 578 /- P 1313 /272 /-
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
13.
"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 P.E.
, n Bays
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 Rya # 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
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.
Cnnvrioht Q 2n16 A-1 Rmnf T.n s — Ranrodmction of this dnoumant. in am fn=. is nmhihftad without tha writtan narmissinn of A-1 Rnnf Tni. sas.
Job Truss Truss Type
CHHS3B I B03 HIPM
Qty I Ply
1 1
02/09/2021
2593
3-iT-
SEAT PLATE REQ.
1,6„ - j
12'6"
16'2"
14'8"
3'8" -{
=5X6 III1.5X4
D E
SEAT PLATE REO.
to
-v
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 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
BOLL: 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
- - 1 578 /- /- /307 /288 /-
EXP: C Kzt: NA
Des Ld: 40.00
Plate Type(s):
HORZ(TL): 0.050 B
- - Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
H Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.659
1 Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.826
Bearings H & I are a rigid surface.
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
Loc. from endwall: not in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
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 purlins 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 1541
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 (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. Thedesign 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 Pieroe, 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 0 2n16 A-1 Rnof Tnrscr_c - RnnrM ation of thi.q doormen. in env form. is nrohibited withnut the written nermi-inn of A-1 Ronf Tni—,
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B I B04 I HIPM 11 11
2594
3-1T6-
10'6" -1 5'8" =j
SEAT PLATE REQ.
1'6" 14'8"
167'
=5X6 1113X4(R)
D E
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Code:FBC 7th Ed. 2020 Res.
PP Deflection in loc Udefl L/#
TCDL: 10.00
Speed: 160 mph'
TPI Std: 2014
VERT(LL): -0.040 C 999 36,
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.064 C 999 24,
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.008 F - -
EXP: C Kzt: NA r
Plate Type(s):
HORZ(TL): 0.014 B - -
Des Ld: 40.00
Mean Height: 25.00 ft
WAVE'
Creep Factor: 2
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.759
Load Duration: 1.25
BCDL: 5.0,psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.710
C&C Dist a: 3.00 ft
Max Web CSI: 0.729
Loc. from endwall: not in 9.00
Wgt: 86.1 Ibs
GCpi: 0.18
VIEW Ver: 20.01.01A.0724.12
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.
N
o�
ih
1
SEAT PLATE REQ.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 737 /- P /452 1434 1258
1 578 ; /- 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
"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 i
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the 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 Too 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 t%2n16 A-1 Rnof Tniecr_a — RnnrnduMinn of thic dnnrment. in anv fnnn. i. nmhihited wlthnul the vmttnn nenniscinn of A-1 Rnnf T., c .
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 "
Truss Truss Type Qty Ply 02/09/2021
B05 HIPM 11 11
354+ 181# 181+ 181 1'7-1/4" I
3IKIe'
8'6° -{- 7'8°
m2x4
SEPLATE REQ. SEAT PLATE REQ.
�^ 1'6' AT 14W - - i
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 plf at 8.50
TC: From 31 pif 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 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.
16'2°
2'0-3/8" # 2 --�- 2
122
422# 122 122#
2609
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 Sid: 2014
VERT(LL): -0.117 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
I 1294 /- /- /- /925 /-
Rep Factors Used: Varies by Ld C
%q_RT(CL): 0.200 H 107 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.064 B - -
J 1394 P P P /1005 P
Plate Type(s):
HORZ(TL): 0.132 B - -
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
1 Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.704
J Brg Width = 8.0 Min Req = 1.6
Max BC CSI: 0.976
Bearings I & J are a rigid surface.
Max Web CSI: 0.755
Bearings I & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:83.3lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 20.01.01A.0724.12
A-B 192 -586 C-D 1161 -1597
B - C 1590 -2143 D - E 1161 -1597
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
I - H 1958 -1440 H - G 1981 -1445
A-1 582 -182 G-F 10 -7
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
I - B
1525 -1768
D - G 626 - 574
C - H
450 - 99
G - E 1982 -1441
C-G
354 -480
E-F 1011 -1318
*'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
an Bays P.E.
RyanBays,
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. TPI-1 defines the responsibilifies 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-riaht 0) 2016 A-1 Rnnf Tmssas - Rann dLidinn of this dmimnnt. In am fnnn, is nmhib0ed wirhnuf the written nenniscinn of A-1 Rnnf Tnrsses.
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B B06 I HIPM 11 I1
2595
3-1T'
i - 2'6"
SEAT PLATE REQ.
�_ 1'6" i
14'4" 1710"
-6X6 1H3X6(R)
F G
iK
0
SEAT PLATE REQ.
20'8^
22'2"
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
VER7(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 P /- /423 /444 !-
EXP: C Kzt: NA
Des Ld: 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 TC CSI: 0.720
K Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
Bearings J & K are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.552
Bearings J & K require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.769
Loc. from endwall: not in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 128.8lbs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.12
B - C 85 -657 D - E 871 -1005
Lumber
A- B 52 0 E- F 889 -980
C - D 1205 -1445 F - G 948 -895
Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE +
SP M-31;
Bot chord: 2x6 SP 2400f-2.OE; B2 2x6 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Webs: 2x4 SP #3;
Chords Tens.Comp. Chords Tens. Comp.
Lt Slider: 2x4 SP #3; block length = 1.750'
J-B 761 -99 I -H 0 0
Bracing
J -1 1324 -1371
(a) Continuous lateral restraint equally spaced on
Maximum Web Forces Per Ply (Ibs)
_member.
Webs Tens.Comp. Webs Tens. Comp.
Purlins'
In lieu of structural panels or rigid ceiling use purlins
B - C 1557 -1171 I - G 1051 -1112
to laterally brace chords as follows:
D - 1 428 -446 G - H , 981 -747
Chord Spacing(in cc) 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" CC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional 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
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
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SECA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
C.nnvrinht ® 2W A-1 Rmf Tnisses — Renrndurtim of this dn—Ant. In anv fern. is nrnhihifed vrithnut the written nerminslan of A-1 RmfTnisses.
Job Truss Truss Type Qty Ply 02/09/2021 2596
CHHS3B I B07 I HIPM 11 I
1
12'6"
SEAT PLATE REQ.
1'6" 'A
-
9,8„
=5X6 =3X4 1111.5X4
D E F
20'8"
22'2"
L
SEAT PLATE REQ.
I
L6
1
A
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 Ibc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.084 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.168 C 999 240
K 978 /- /- 1581 /374 /218
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.030 B - -
L 823 /- /- /430 /479 /-
EXP: C Kzt: NA
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: 2.0
K Brg Width = 8.0 Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.810
L Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 sf
p
"
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
VIEW Ver: 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; B2 2x4 SP M-30;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Lt Slider: 2x6 SP #2; block length = 2.750'
Chords Tens.Comp. Chords Tens. Comp.
Purlins
K - J 1303 -1412 1- H 1303 -1417
In lieu of structural panels or rigid ceiling use purlins
A - K 279 -159 H - G 720 -976
to laterally brace chords as follows:
J -1 1303 -1417
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 12.50 22.17
Maximum Web Forces Per Ply (Ibs)
BC 87 0.00 22.17
Webs Tens.Comp. Webs Tens. Comp.
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
K - B 1408 -1342 H - E 473 -279
J - C 131 -4 E - G 1294 - 954
Wind
C - H 242 -257 F - G 236 -120
Wind loads based on MWFRS with additional C&C
D - H 213 -5
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (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 P.E.
, Bays Ryan
Ry
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 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 Feld
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucia Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in waiting 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 (lc 2m1e A-1 R,mf T.,—, — Renrodmrlinn of this dom,ment. in anv fm— is nrohihited i0hmd the v ritt- ri—msion of A-1 Rnof Tn,--.
Job Truss Truss Type Qty Ply 02/09/2021
CHHS3B I B08 HIPM 1 1 25s7
3.15�1a'
SEAT PLATE REQ.
1'6" �—
10'6" i11,8"
20'8"
1111.5X4
iL
SEAT PLATE REQ.
II
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): -0.079 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 /- /578 /603 /258
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ (LL): -0.018 G - -
L 823 /- /- /426 l569 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.030 G -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 20.
K Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 10.00 TCDL: 5.0 sf
p
Max TC CSI: 0.849
L Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.955
Bearings K & L are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
Bearings K & L require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.705
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00 f
Wgt: 118.3 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 20.01.01A.0724.121A
- B 66 -340 D - E 1357 -1040
Lumber
B - C 1477 -1395 E - F 1357 -1040
C-D 1442 -1313
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Lt Slider: 2x6 SP #2; block length = 2.750'
Chords Tens.Comp. Chords Tens. Comp.
Bracing
K - J 1262 -1520 I - H 1214 -1457
A - K 343 -64 H - G 11 -15
(a) Continuous lateral restraint equally spaced on
J -1 1214 -1457
member.
Purlins
Maximum Web Forces Per Ply (Ibs)
In lieu of structural panels or rigid ceiling use purlins
Webs Tens.Comp. Webs Tens. Comp.
to laterally brace chords as follows:
K - B 1733 -1405 E - H 821 - 395
Chord Spacing(in cc) Start(ft) End(ft)
C - J 209 -206 H - F 1203 -1569
TC 24 10.50 22.17
BC 67 0.00 22.17
D - J 265 0 F - G 1106 - 772
Apply purlins to any chords above or below fillers
D - H 148 -204
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to Wind pressure.
Wind loading based on both gable and hip roof types.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Ryan Bays, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and 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. -
C nvdoht 0 201E A-1 Rnnf Tmacr_c — Renmduotion of this do —Ant. in anv fnnn. is nrnhihited without the written nennission of A-1 Roof Tmcses.
Job
CHHS3B
Truss Truss Type
B09 HIPM
Qty Ply 102/09/2021
1 1
2648
Loading Criteria (psfi
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 "
i 8W
174181 #+ 181 +
18144 181 4 1811 1814 181V_ 3/4"
ITS"
E-o5X8 1114X4
K
0
SEAT PLATE REQ. SEAT PLATE REQ.
1.6' 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 pif 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: 122 lb Conc. Load at 9.15,11.15,13.15,15.15
17.15,19.15,21.15
Purlins '
In lieu of structural panels or rigid ceiling use 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"
713/1 y1 1y"
300r2 2 122# 2 122 21122# 2, 12 2 122 2 12
Code / Misc Criteria
Code: FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): -0.226 C 999 361
8vq_RT(CL): 0.345 1 709 240
HORZ(LL): 0.060 B - -
HORZ(TL): 0.103 B -
Creep Factor: 2.0
Max TC CSI: 0.887
Max BC CSI: 0.990
Max Web CSI: 0.875
Wgt: 119.0 Ibs
VIEW Ver: 20.01.01A.0724.12
T
M
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 1838 /- /- /- /1316 /-
K 1998 /- /- /- /1420 /-
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
1- 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 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 rode 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 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.
CnnvdnhtQ201fi A-1 Rnnf Tniasr_c- Renmdiidinn ofthis dnmunant. in anv form.N nmhihited without the written nanni inn of A-1 Rnnf Tni-n
Job Truss Truss Type Qty Ply 02/09/2021 2598
CHHS3B CA JACK 8 1
t
12
4
B
2M(A1) A T
7-15/16"
3-155 6" X I
C
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): 0.000 - 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.000 - - 240
B 35 /- /46 /25 132 /26
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.000 - - -
C 21 /- /46 /11 /6 /39
EXP: C Kzt: NA
Des Ld: 40.00
Plate Type(s):
HORZ(TL):0:000 - -
Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
B Brg Width = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TIC CSI: 0.021
C Br Width = 1.5
9
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.007
Maximum Top Chord Forces Per Ply (Ibs)
C&C Dist a: 3.00 ft
Max Web CSI: 0.000
Chords Tens.Comp.
Loc. from endwall: Any
Wgt: 4.21bs
A - B 55 -131
GCpi: 0.18
Wind Duration: 1.60
VIEW V_ er: 20.01.01A.0724.12
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp.
Top chord: 2x4 SP #2;
A - C 156 -49
Bot chord: 2x4 SP #2;
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(!n oc) Start(ft) End(ft)
BC 8 0.36 1.00
Apply 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 MODIFIED! '•^`•
a
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn
responsibility for the design of the single Truss depicted on the TDD only, under TPI-,I. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, ir,the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 91231
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for'general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. ,
r—riaht 95 2016 A-1 Rmf Tnt. se-s — Renrntludinn of this d—ment. in anv form. is nmhihited without the written na mission of A-1 Ronf Tnissec.
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;
Webs: 2x6 SP #2;
Truss Truss Type Qty Ply 02/09/2021
CJ3 JACK 8 1
12
4 F,--- C
T
III1.5X B
X4(A1 HB 11-1/4" to
A
3-15 16" 1
F E D
1113X6(*')
SEAT PLATE REQ.
f- -1r6" ---I
�- 2'0-3/4" 11-1 /4"
�- 3'
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.
2599
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 Sid: 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 /- /59 /85 /-
Plate Type(s):
HORZ(TL): 0.013 C - -
C - /-85 /- /41 /75 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 Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 288 -43 E-D 0 ' 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 674 - 237
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' 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. Specially Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Cnnvdnht 0201e A-1 Roof To,.--Renrndodion of this done-ent. in am form. is nmhihifed withnut the wriman narmiacion of A-1 Roof Tniacnc,
Ryan Bays, P.E.
491231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
Job
CHHS3B
Truss
CJ5
Truss Type Qty Ply 02/09/2021
JACK 8 1
2600
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 "
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;
Sot 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 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.
12 C
A
L0
SEAT PLATE REQ.
1r6"
51
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): -0.040 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 /- /- /28 1-
Plate Type(s):
HORZ(TL): 0.029 B - -
C 76 /- /- /25 /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 Sot 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
—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, localbuilding code and TPI-1. The approval of the TDD and any field 491231
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convrinht Q 2016 A•1 Rnnf Tmccr_c—Renraduntinn ofthis dmimont. in anv fnrn. is nmhihhed without the written nennic inn of A-1 Ronf Tri—,
Job
CHHS3B
Truss
CR
Truss Type Qty I Ply 02/09/2021
JACK 4 1
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(imoc) Start(ft) End(ft)
BC 75 0.00 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
C
SEAT PLATE REQ.
II
to
04
1
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 Sid: 2014
VERT(LL): -0.121 B 516 360
Loc R+ / R- / Rh / Rw / U / RL
E 381 P P /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 P P /50 /4 P
Plate Type(s):
HORZ(TL): 0.094 B - -
C 137 P P /52 /163 P
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 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 d 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 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 4 2016 A-1 RW Tnicsr-a — Ranmdurdinn of this domiment. in anv form. is nrnhihited vrithout the written nermi. Sinn of A-1 Rnaf Tins.
Job
CHHS3B
Truss Truss Type Qty Ply
HJ5 I HIP_ 12 11
02/09/2021
2606
4
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;
Lit Wedge: 2x6 SP #2;
Special Loads
3-1516-
70# 38#+ 152#
2'0-3/16" --�
12 B
SEAT PLATE REQ,
2'0-11 /16- --�
9'1-9/16"
�- 1-5-1/2" -t- 2'9-15/16" 2'9-15/16" -�
42# 75# 104#
Wind Criteria
Wind Slid: 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 plf at 0.00 to 2 plf at 9.13
BC: From 2 plf at 0.00 to 2 plf at 9.13
TC: 70 lb Conc. Load at 1.46
TC: -38 lb Conc. Load at 4.29
TC: 152 lb Conc. Load at 7.12
BC: 42 lb Conc. Load at 1.46
BC: -75 lb Conc. Load at 4.29
BC: 104 lb Conc. Load at 7.12
Purlins
In lieu of structural panels or rigid ceiling use purlins
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.
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): -0.062 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
A 382 /- /- /- /371 /-
Rep Factors Used: Varies by Ld C
§Q6RT(CL): -0.064 C 999 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.083 C - -
C 109 /- /- /- 148 /-
Plate Type(s):
-HORZ(TL): 0.084 C - -
B 85 /- /- /- /156 1-
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.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 20.01.01A.0724.12
11 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 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. 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 wdting.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.
('.nnwioht 0 201E A-1 Ronf Tn,.-- Ranr d-linn of this dnarment, in anv An- le nmhihitad withnut the written mr tlr inn of A-1 Rant Tnimes.
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 "
Truss
HJ8
70#
i
Truss Type
HIP_
-38#+
SEAT PLATE REQ.
�- 2'0-11 /16"
Qty Ply 0210912021
2 1
152# 273#
i- 2'0-3/16"--{
D
11'11-1/2°
1'5-1/�--/2' 2'9-15/16" ---2'9-15/16"---�-2'9-15/16" -7184
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 pif at 11.96
BC: From 2 plf at 0.00 to 2 plf.at 11.96
TC: 70 lb Conc. Load at 1.46-
TC: -38 lb Conc. Load at 4.29
TC: 152 lb Conc. Load at 7.12
TC: 273 lb Conc. Load at 9.94
BC: 42 lb Conc. Load at 1.46
BC: -75 lb Conc. Load at 4.29
BC: 104 lb Conc. Load at 7.12
BC: 184 lb Conc. Load at 9.94
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 93 0.00 11.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
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 Udefl L/#
VERT(LL): -0.048 C 999 361
SA-ERT(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
M
r
1
2607
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
G 451 /- /- /- /493 P
E 300 P /- P /223 P
D 174 P P 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.
I
Maximum Top Chord Forces Per Ply (Ibs)
Chords Teils.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 TOO, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOO represents an acceptance of the professional engineerin
Ryan Bays, P.E.
responsibility for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the
# 91231
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and
4451 St Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 TPIA.
Mnvrinht 0 201E A-1 Roof Tn- - RA --Arlin of this d=rmnnt. in anv form. Ic nmhibited with.d thn wntlnn nrnnletlnn of A-1 Rmf T.,-.,.
Job
CHHS3B
Truss Truss Type Qty I Ply
J7 I EJAC 17 1
02/09/2021
2603
Loading Criteria (psf)
TCLL: 20.00 I
TCDL: 10.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
SEAT PLATE REQ.
f --- 1'6" --{
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2; ,-
Bot chord: 2x4 SP #2;
Lt Slider: 2x6 SP #2; block length = 2.750'
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 6.50
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types. ,
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
N
6'6"
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.096 B 589 36(
VERT(CL): 0.087 B 647 24(
HORZ(LL): -0.066 B - -
HORZ(TL): 0.074 B - -
Creep Factor: 2.0
Max TC CSI: 0.718
Max BC CSI: 0.413
Max Web CSI: 0.238
Wgt: 25.9 Ibs
VIEW Ver. 20.01.01A.0724.12
C
T
in
L6
04
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
E 364 /- /- /255 /177 /159
D 82 /- /- 145 /4 /-
C 122 /- /- /45 /147 /-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 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 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
# 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 02n16 A-1 Rmf Tm—Ranrnd,,dinn ofthis dnntment, in anv fnnn. Is nmhihhed wilhmit the written nanniminn of A-1 RnnfTni-es.
Job
CHHS3B
Truss Truss Type
J8 EJAC
Qty Ply 02/09/2021
11 1
2604
Loading Criteria (psi)
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
3-15116-
SEAT PLATE REQ.
�--- 1'6" ---+
I- 8,6"
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:;
Sot chord: 2x4 :SP 2400f-2.OE + SP M-31:;
Lt Slider: 2x6 SP #2; block length = 2.750'
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 8.50
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
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
0
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.166 B 485 36(
VERT(CL): 0.172 B 467 24(
HORZ(LL): -0.116 B - -
HORZ(TL): 0.130 B - -
Creep Factor: 2.0
Max TC CSI: 0.592
Max BC CSI: 0.353
Max Web CSI: 0.298
Wgt: 34.3 Ibs
VIEW Ver. 20.01.01A.0724.12
W
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
E 437 /- /- /292 /220 /209
D 122 P P /66 /5 P
C 181 /- P /72 /210 P
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req,= 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 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 (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn P.E.
, n Bays
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rya # Bays,
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. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C nvdaht A 2016 A-1 Roof Tn — R"nroduntinn of this d—ment. in anv form. is nrnhihltrd vrithnut thn wdnnn onrmissinn of A-1 Roof TmcsPc.
Job
CHHS3B
Truss
J8B
Truss Type Oty Ply 02/09/2021
MONO 1 1
2605
). K
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 "
3-1T6-
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 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
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 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.
u
69-7/16" 11'8-9/16" --
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
8'6"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.055 B 999 36(
VERT(CL): 0.070 B 857 24(
HORZ(LL): -0.038 B - -
HORZ(TL): 0.047 B - -
Creep Factor: 2.0
Max TC CSI: 0.557
Max BC CSI: 0.459
Max Web CSI: 0.304
Wgt: 37.1 Ibs
VIEW Ver. 20.01.01A.0724.12
T
co
1
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
G 350 /- /- /245 /131 /148
H` 56 P P /29 /29 P
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.5
H Brg Width = 76.0 Min Req = -
Bearings G & G are a rigid surface.
Bearings G & G require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
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 (Too) and the Specialty Engineer reference sheet before use. Unless,othenvise 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
# g1231
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. NI 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-I.
Co- Mht 0 2016 A-1 Roof To— — Renroduolion of this domiment. In anv form. is nmhihitnd without thn wdttan nnnniscion of A-1 Roof Tn—
10/28/2020 HIP/ KING JACK (TYPICAL) STDL 01.0
,A-1 ROOF
= TRU55E9
A FLORIDACORPORATION
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
(772)40?-1010
ATTACH END JACKS USING (4)
0.131" O TOENAILS ATTOP
CHORD & (3) 0.131" 0 TOE
NAILS AT BOTTOM CHORD.
ATTACH KING JACK USING
(3) 0.131" 0 TOE NAILS AT
TOP CHORD & BOTTOM
CHORD.'
ATTACH CORNER JACKS USING
(2) 0.131" 0 TOE NAILS AT TOP &
BOTTOM CHORDS (TYP).
CORNERSET GENERAL SPECIFICATIONS:
MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60'
MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT.
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
5/28/2020 HIP/ KING JACK (HVHZ) STDL 02.1
'0914A-1 R®OF
0== TRUSSES
A FLORIDA CORPORATION
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL. 34946
(772)409-1010
ATTACH KING & END JACK
WITH (1) THJA26 HANGER
OR EQUIVALENT AT
BOTTOM CHORD
ATTACH KING & END JACKS
WITH (1) LSTA12 TWIST STRAP
AT TOP CHORD WITH (10) 1Od
NAILS PER STRAP (MIN.) & (3)
0.131" 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.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL I STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
V-3'MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE SLOG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES @
F 24' O.C.
2XG DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
/ PROVIDE 2X4 BLOCKING BETWEEN
< THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\ EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
�, 10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
r� (5) - 10d COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES (
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
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 G' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUST
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 INTERIDR 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
.,.�.. , 3TUD
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
Ryan Bays, P.E.
it 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
12/23/19 PIGGY -BACK TRUSS STDTL04.f
A-1 ROOF TRUSSES
4451 ST: LUCIE BLVD.
FORT PIERCE, FL 34946
. 772-409-1010
PIGGY -BACK DETAIL (TYPICAL)
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
OR...
160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
IMPORTANT NOTE:
TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY
BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL
PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY
RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS.
MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C.
DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA,
STEEPLE, CHIMNEY OR DRAG STRUT LOADS.
**REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE
TRUSS SPECIFICATIONS.**
PIGGY -BACK TRUSS. (REFER
TO ACTUAL TRUSS DESIGN
DRAWINGS FOR ADDITIONAL
INFORMATION.)
2'-0"
MAX
OPTION NO. 1 - TEE-LOK
3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED
AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO
PIGGY -BACK TRUSS AT 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. PURL'IN
& 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
Fort Pierce, FL 34946
V JULY 17, 2017
TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
GENERAL SPECIFICATIONS:
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
BASE TRUSSES
_C CINU, UUIv11vIU1V
'S, 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 6112
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
- ATTACH 2X4 CONTINUOUS #2
MAX SPACING = 24" O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/ TWO
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
SIMPSON SDS25412 (1/4" X 4.5")
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL016 ` Y
s
GENERAL SPECIFICATIONS:
1. NAIL SIZE= 3"X 0.131"= 10d
2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL
�. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
i 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01.
4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
FORT PIERCE, FL 34946 TRUSS, OR GIRDER
772-409-1010 TRUSS
H 1' II II I
I II
I II 11 II �1
rillI' I' II II V
I'
I 1 II II 1' 1
VALLEY TRUSS li BASE TRUSSES
(TYPICAL) II '' it II II II
SECURE
WIC
IJL 1 AIIL A
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P F 12 VALLEY TRUSS TRUSS
/ (TYPICAL)
SEE DETAIL "A"
BELOW (TYP.)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 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. Lurie Blvd, Suite 201
Fort Pierce, FL 34946
J U LY 17, 2017
A.
1 1\V%J%.71LL.J V!1LLL 1 %JL— 1 LJL 1 P11L
(HIGH WIND VELOCITY) I STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24" O.C. (BASE AND VP
SUPPORTING TRUSSES DIRECTLY UNGr=rc VMLLr=r 1 RUOOGO MUO I Dr -
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.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH
BOTTOM CHORD H I
r
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
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 1 STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
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 G' O.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) Bd NAILS MINIMUM, ROOF
3X4=
PLYWOOD SHEATHING TO SHEATHING
B
2X4 STD SPF BLOCK
*jDIAGONAL
BRACING ** L - BRACING REFER
/
REFER TO SECTION A -A TO SECTION B-B 24- MAX. -►I
/
/
NOTE:
1.
TMINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
(2) - lOd
2.
CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
12' MAX. NAILS
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3.
BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
--
ARCHITECTIOR 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 G' D.C.
TRUSSES @ 24' D.C.
5.
DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4' - 0. O.C.
6.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED G' O.C. HORIZONTAL BRACE TO BE LOCATED AT
SPACED 48' D.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 EXCEEEOS L/240.
DIAG.
TO BLOCKING WITH (5) -
BRACE
B.
THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES.
lOd 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'X3-9' 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.
• END WALL
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
AT
BRACES T
1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP#31STUD
12"0.C.
3.8.10
5-6-11
6-6-11
11-1-13
2X4 SP 43 / STUD
16" O.C.
3-3-10
4-9-12
6-6-11
9.10-15
2X4SP#31STUD
24"0.C.
2-8-6
3-11-3
54-12
8-1-2,
2X4 SP #2
12" O.C.
3-10-15
5-6-11
6-6-11
11-8-14
2X4 SP #2
16" O.C.
3.6-11
4-9-12
6-6-11
10-8-0
2X4 SP #2
24" O.C.
1 3-1-4
1 3.11.3
1 6-2-9 ,
9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B OR C
ASCE 7.10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
I t*
FEBRUARY 17, 2017 I T WIITH 2XIBRACE ON Y IL STDTL09
f ES:
LACING / I-BRACING_TO BE USED WHEN CONTINUOUS LATERAL BRAI
MPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 OF WEB LENG
DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS
fINUOUS, LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6' O.C.
NOTE- NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
t
SPACING
}
k �
}
i-- T-BRACE
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 20
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.
# 91231
SECTION DETAIL 44
5
Fort PiereeBFL'34946201
FEBRUARY 17, 2017 I LATERAL BRACING RECOMMENDATIONS I STDTL1l a
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (OD NOT
USE METAL FRAMING ATTACH TD VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) — 10d SCAB WITH (3) — 10d
TO TOP CHORD NAILS (0.131' X 3') NAILS (0,131' X 3'). I
ATTACH TO VERTICAL
WEB WITH (NAILS (0 313)X 3')
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) — 10d
TO BOTTOM CHORD NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) — 10d NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIA.)
ATTACH TO VERTICAL INSERT SCREW THROUGH
SCAB WITH (3) — 10d OUTSIDE FACE OF CHORD INTO
NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 4' — 0' WALL BLOCKING
STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS- NECESSARY, USE A 4' — 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) — 10d NAILS (0.131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' — 0' AND FASTEN WITH (12) — Ryan Bays, P.E.
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY #91231
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). 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.
13. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o
.135
93.5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
c3
.131
75.9
69.5
60.3
59.0
51.1
Z
0
J
.148
81.4
74.5
64.6
63.2
52.5
in
N
M
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. �2X4) 3 NAILS
EXAMPLE: NEAR SIDE
(3) - 16d NAILS (0162' DIA. X 3V) WITH SPF SPECIES BOTTOM CHORD 44 NEAR SIDE
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30° TO 60'
45.00'
SIDE VIEW
(2X6) 4 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
000
E.
.u, Su9ite 201
uFort Pierce, F 3446
FEBRUARY 17, 2017
UPLIFT TOE -NAIL DETAIL
STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
0
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
.162
72
58
39
37
25
J
2
.128
54
42
28
27
19
Z
Z
JO
.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
CD
Z
.128
49
38
26
25
17
O
131
51
39
27
26
17
148
57
44
31
28
20
M
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 1.33:
3'(NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY,A DIFFERENT CONNECTION.
+�+ USE (3) TOE -NAILS ON 2X4 BEARING WALL
USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR Sl
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
..ru„ Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fart Pierce, FL 34946
SIDE VIEW
END VIEW
F�BRIUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3
A-1 ROOF TRUSSES _
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
1.0 x _1+
J
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf. Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
TYPICAL ALTERNATE BRACING DETAIL T `
April 11, 2016 STDTLI4
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIEBLVD,
FORT PIERCE, FL 34946
772-40971010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
.VARIES
J
(4) 12d
MAX 3011(2'-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
Rvan Rays_ P F
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
84 * STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND
FEBRUARY 17, 2017 1 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) 157. 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
* DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
• 10d NAILS NEAR SIDE
+10d NAILS FAR SIDE
N114 X�
BREAK
}
X' MIN [--*-
6' MIN
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE -LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT -(SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
'DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN J
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID Ryan Bays, P.E.
UNUSUAL SPLITTING OF THE WOOD. 1191231
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID 4451 St. Lucie Blvd, Suite 201
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Fort Pierce, FL 34946
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS
STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34M
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' D.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.14B' DIA. X 3') SPACED 6' D.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT,WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
Ryan Bays, P.E.
# 91231
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946