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HomeMy WebLinkAboutWHE10120_SEALS-SLD (truss)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 WH10120
Page 1 of 1
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946Site Information:
Customer Info: Project Name: 3003 AVE T
Lot/Block:Model:
Subdivision: Address: 3003 AVE T Fort Pierce, FL 34947
City: County: State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 40.0 psf Floor Load: 0.0 psf
This package includes 6 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 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
The truss drawing(s) referenced have been prepared by Alpine Engineered Products, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd.
Truss Design Engineer's Name: Rama Pranav Kristam
My license renewal date for the state of Florida is February 28,2021.
NOTE: The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown.
The suitability and use of components for any particular building is the responsibility of the building
designer, per ANSI/TPI-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 Building
Designer indicating the nature and character of 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 project's
deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professional engineering
responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is
responsible for and shall coordinate and review the TDDs for
compatibility with their written engineering requirements. Please review all TDDs and all related notes. Rama Pranav Kristam, P.E.
4451 St Lucie Blvd. Suite 201
Fort Pierce, FL 34946
No.Seq #Truss Name Date
1 2464 A01 11/17/20
2 2468 A02 11/17/20
3 2472 A03 11/17/20
4 2476 A04 11/17/20
5 2480 A05 11/17/20
6 2484 A06 11/17/20
7 STDL01 STD. DETAIL 11/17/20
8 STDL02 STD. DETAIL 11/17/20
9 STDL03 STD. DETAIL 11/17/20
10 STDL04 STD. DETAIL 11/17/20
11 STDL05 STD. DETAIL 11/17/20
12 STDL06 STD. DETAIL 11/17/20
No.Seq #Truss Name Date
13 STDL07 STD. DETAIL 11/17/20
14 STDL08 STD. DETAIL 11/17/20
15 STDL09 STD. DETAIL 11/17/20
16 STDL10 STD. DETAIL 11/17/20
17 STDL11 STD. DETAIL 11/17/20
18 STDL12 STD. DETAIL 11/17/20
19 STDL13 STD. DETAIL 11/17/20
20 STDL14 STD. DETAIL 11/17/20
21 STDL15 STD. DETAIL 11/17/20
22 STDL16 STD. DETAIL 11/17/20
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lt Slider: 2x4 SP #3; block length = 1.750'
Rt Slider: 2x4 SP #3; block length = 1.750'
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 16.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
P 656 /- /- /574 /470 /65
H 656 /- /- /384 /361 /-
Wind reactions based on MWFRS
P Brg Width = 8.0 Min Req = 1.5
H Brg Width = 8.0 Min Req = 1.5
Bearings P & H are a rigid surface.
Bearings P & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 127 -172
B - C 1238 -730
C - D 1236 -695
D - E 1270 -677
Chords Tens. Comp.
E - F 1241 -677
F - G 1189 -695
G - H 1192 -730
H - I 287 -329
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - P 174 -111
B - O 640 -992
O - N 640 -994
N - M 639 -993
M - L 639 -993
Chords Tens. Comp.
L - K 639 -993
K - J 640 -996
J - H 640 -993
H - I 340 -269
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
E - L 256 -421
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp.
C - O 136 -88
D - N 192 -70
Gables Tens. Comp.
K - F 155 -71
J - G 163 -93
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 7-10
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
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.066 N 999 360
VERT(CL): 0.090 N 999 240
HORZ(LL): 0.026 H - -
HORZ(TL): 0.032 H - -
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.430
Max Web CSI: 0.597
Wgt: 72.8 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A01
Truss Type
GABL
Qty
1
Ply
1 2491
11/17/2020
1'4"13'5"1'4"
SEAT PLATE REQ.SEAT PLATE REQ.
8'0"8 8'0"8
16'1"
3"153'0"2A
B
C
D
E
F
G
H
I
JKLMNOP
4
12
2X4(C6)
3X6(C6)
3X4
3X4
4X4
3X4
3X6(C6)2X4(C6)
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lt Slider: 2x4 SP #3; block length = 1.750'
Rt Slider: 2x4 SP #3; block length = 1.750'
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 16.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
P 656 /- /- /574 /470 /65
H 656 /- /- /384 /361 /-
Wind reactions based on MWFRS
P Brg Width = 8.0 Min Req = 1.5
H Brg Width = 8.0 Min Req = 1.5
Bearings P & H are a rigid surface.
Bearings P & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 127 -172
B - C 1238 -730
C - D 1236 -695
D - E 1270 -677
Chords Tens. Comp.
E - F 1241 -677
F - G 1189 -695
G - H 1192 -730
H - I 287 -329
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - P 174 -111
B - O 640 -992
O - N 640 -994
N - M 639 -993
M - L 639 -993
Chords Tens. Comp.
L - K 639 -993
K - J 640 -996
J - H 640 -993
H - I 340 -269
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
E - L 256 -421
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp.
C - O 136 -88
D - N 192 -70
Gables Tens. Comp.
K - F 155 -71
J - G 163 -93
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 7-10
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
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.066 N 999 360
VERT(CL): 0.090 N 999 240
HORZ(LL): 0.026 H - -
HORZ(TL): 0.032 H - -
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.430
Max Web CSI: 0.597
Wgt: 72.8 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A01
Truss Type
GABL
Qty
1
Ply
1 2491
11/17/2020
1'4"13'5"1'4"
SEAT PLATE REQ.SEAT PLATE REQ.
8'0"8 8'0"8
16'1"
3"153'0"2A
B
C
D
E
F
G
H
I
JKLMNOP
4
12
2X4(C6)
3X6(C6)
3X4
3X4
4X4
3X4
3X6(C6)2X4(C6)
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lt Slider: 2x4 SP #3; block length = 1.750'
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 29.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
AM 562 /- /- /513 /423 /118
W 879 /- /- /838 /553 /-
V* 82 /- /- /49 /57 /-
Wind reactions based on MWFRS
AM Brg Width = 8.0 Min Req = 1.5
W Brg Width = 8.0 Min Req = 1.5
V Brg Width = 159 Min Req = -
Bearings AM, W, & V are a rigid surface.
Bearings AM, W, & V require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 93 -135
B - C 848 -524
C - D 868 -494
D - E 838 -439
E - F 601 -265
F - G 604 -250
G - H 649 -237
H - I 693 -227
Chords Tens. Comp.
I - J 290 -78
J - K 299 -144
K - L 279 -172
L - M 275 -202
M - N 228 -191
N - O 212 -193
O - P 251 -346
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A -AM 154 -66
B -AB 490 -616
AB-AA 491 -615
AA- Z 494 -618
Z - Y 494 -618
Y - X 515 -286
X - W 515 -286
Chords Tens. Comp.
W - V 515 -286
V - U 515 -286
U - T 515 -286
T - S 426 -201
S - R 426 -201
R - Q 426 -201
Q - P 825 -386
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
E -AC 551 -349
AD- Y 587 -374
Y -AE 625 -995
AE-AF 698 -1099
AG- I 686 -1084
I - V 874 -691
Webs Tens. Comp.
I -AH 201 -141
AI-AJ 183 -189
AJ- T 221 -130
T -AK 174 -92
AL- M 152 -81
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp.
C -AB 137 -45
D -AA 142 -148
AC- F 120 -65
Gables Tens. Comp.
AH- J 350 -169
U -AI 424 -219
AJ- K 118 -82
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 7-10
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
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.042 AB 999 360
VERT(CL): 0.064 AB 999 240
HORZ(LL): -0.014 C - -
HORZ(TL): 0.022 C - -
Creep Factor: 2.0
Max TC CSI: 0.420
Max BC CSI: 0.356
Max Web CSI: 0.611
Wgt: 172.2 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A02
Truss Type
GABL
Qty
1
Ply
1 2492
11/17/2020
1'4"13'1"13'7"1'4"SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ.
14'8"14'8"
29'4"
3"155'2"10(a)
A
B
C
D
E F
G
H
I
J
K
L M
N
O
P
QRSTUVWXYZAAAB
AC
AD AE
AF
AG AH
AI
AJ
AK
AL
AM
4
12
2X4(C6)
3X6(C6)3X4
3X4 3X6
5X6
3X4 1.5X4 3X4 1.5X4
2X4(A1)
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lt Slider: 2x4 SP #3; block length = 1.750'
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 29.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
AM 562 /- /- /513 /423 /118
W 879 /- /- /838 /553 /-
V* 82 /- /- /49 /57 /-
Wind reactions based on MWFRS
AM Brg Width = 8.0 Min Req = 1.5
W Brg Width = 8.0 Min Req = 1.5
V Brg Width = 159 Min Req = -
Bearings AM, W, & V are a rigid surface.
Bearings AM, W, & V require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 93 -135
B - C 848 -524
C - D 868 -494
D - E 838 -439
E - F 601 -265
F - G 604 -250
G - H 649 -237
H - I 693 -227
Chords Tens. Comp.
I - J 290 -78
J - K 299 -144
K - L 279 -172
L - M 275 -202
M - N 228 -191
N - O 212 -193
O - P 251 -346
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A -AM 154 -66
B -AB 490 -616
AB-AA 491 -615
AA- Z 494 -618
Z - Y 494 -618
Y - X 515 -286
X - W 515 -286
Chords Tens. Comp.
W - V 515 -286
V - U 515 -286
U - T 515 -286
T - S 426 -201
S - R 426 -201
R - Q 426 -201
Q - P 825 -386
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
E -AC 551 -349
AD- Y 587 -374
Y -AE 625 -995
AE-AF 698 -1099
AG- I 686 -1084
I - V 874 -691
Webs Tens. Comp.
I -AH 201 -141
AI-AJ 183 -189
AJ- T 221 -130
T -AK 174 -92
AL- M 152 -81
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp.
C -AB 137 -45
D -AA 142 -148
AC- F 120 -65
Gables Tens. Comp.
AH- J 350 -169
U -AI 424 -219
AJ- K 118 -82
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 7-10
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
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.042 AB 999 360
VERT(CL): 0.064 AB 999 240
HORZ(LL): -0.014 C - -
HORZ(TL): 0.022 C - -
Creep Factor: 2.0
Max TC CSI: 0.420
Max BC CSI: 0.356
Max Web CSI: 0.611
Wgt: 172.2 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A02
Truss Type
GABL
Qty
1
Ply
1 2492
11/17/2020
1'4"13'1"13'7"1'4"SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ.
14'8"14'8"
29'4"
3"155'2"10(a)
A
B
C
D
E F
G
H
I
J
K
L M
N
O
P
QRSTUVWXYZAAAB
AC
AD AE
AF
AG AH
AI
AJ
AK
AL
AM
4
12
2X4(C6)
3X6(C6)3X4
3X4 3X6
5X6
3X4 1.5X4 3X4 1.5X4
2X4(A1)
Z -AD 137 -108
G -AE 156 -109
AF- X 271 -115
H -AG 251 -100
AK- S 203 -144
L -AL 207 -147
R - N 50 -40
Q - O 479 -272
Truss
A02
Truss Type
GABL
Qty
1
Ply
1 2492
11/17/2020
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lt Slider: 2x4 SP #3; block length = 1.750'
Rt 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 75 0.00 29.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L 552 /- /- /592 /448 /118
J 1376 /- /- /729 /857 /-
F 552 /- /- /355 /305 /-
Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.5
J Brg Width = 8.0 Min Req = 1.6
F Brg Width = 8.0 Min Req = 1.5
Bearings L, J, & F are a rigid surface.
Bearings L, J, & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 240 -449
B - C 756 -512
C - D 584 -447
Chords Tens. Comp.
D - E 149 -225
E - F 376 -512
F - G 47 -470
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - L 422 -213
B - K 594 -567
K - J 684 -437
J - I 684 -437
Chords Tens. Comp.
I - H 684 -437
H - F 448 -222
F - G 480 -23
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - K 722 -478
K - D 761 -1133
D - I 1603 -1306
Webs Tens. Comp.
D - H 676 -610
H - E 726 -478
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 7-10
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
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.018 E 999 360
VERT(CL): 0.040 E 999 240
HORZ(LL): 0.007 H - -
HORZ(TL): 0.014 B - -
Creep Factor: 2.0
Max TC CSI: 0.487
Max BC CSI: 0.856
Max Web CSI: 0.972
Wgt: 130.2 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A03
Truss Type
COMN
Qty
1
Ply
1 2493
11/17/2020
1'4"13'1"13'7"1'4"SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.
14'8"14'8"
29'4"
3"155'2"10A
B
C
D
E
F
G
HIJKL
4
12
2X4(C6)
3X6(C6)3X4
1.5X4
3X4 3X6
5X6
3X6 3X4
1.5X4
3X4
3X6(C6)
2X4(C6)
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lt Slider: 2x4 SP #3; block length = 1.750'
Rt 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 75 0.00 29.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L 552 /- /- /592 /448 /118
J 1376 /- /- /729 /857 /-
F 552 /- /- /355 /305 /-
Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.5
J Brg Width = 8.0 Min Req = 1.6
F Brg Width = 8.0 Min Req = 1.5
Bearings L, J, & F are a rigid surface.
Bearings L, J, & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 240 -449
B - C 756 -512
C - D 584 -447
Chords Tens. Comp.
D - E 149 -225
E - F 376 -512
F - G 47 -470
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - L 422 -213
B - K 594 -567
K - J 684 -437
J - I 684 -437
Chords Tens. Comp.
I - H 684 -437
H - F 448 -222
F - G 480 -23
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - K 722 -478
K - D 761 -1133
D - I 1603 -1306
Webs Tens. Comp.
D - H 676 -610
H - E 726 -478
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 7-10
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
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.018 E 999 360
VERT(CL): 0.040 E 999 240
HORZ(LL): 0.007 H - -
HORZ(TL): 0.014 B - -
Creep Factor: 2.0
Max TC CSI: 0.487
Max BC CSI: 0.856
Max Web CSI: 0.972
Wgt: 130.2 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A03
Truss Type
COMN
Qty
1
Ply
1 2493
11/17/2020
1'4"13'1"13'7"1'4"SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.
14'8"14'8"
29'4"
3"155'2"10A
B
C
D
E
F
G
HIJKL
4
12
2X4(C6)
3X6(C6)3X4
1.5X4
3X4 3X6
5X6
3X6 3X4
1.5X4
3X4
3X6(C6)
2X4(C6)
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lt Slider: 2x4 SP #3; block length = 1.750'
Rt Slider: 2x4 SP #3; block length = 1.750'
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 29.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 453 /- /- /271 /189 /118
B* 99 /- /- /50 /67 /-
F 774 /- /- /454 /491 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
B Brg Width = 152 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings K, B, & F are a rigid surface.
Bearings K, B, & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 253 -458
B - C 218 -235
C - D 492 -219
Chords Tens. Comp.
D - E 587 -777
E - F 772 -1048
F - G 80 -431
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 463 -225
B - J 183 -170
J - I 283 -17
Chords Tens. Comp.
I - H 283 -17
H - F 947 -605
F - G 427 -68
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - J 582 -515
J - D 681 -955
Webs Tens. Comp.
D - H 568 -361
H - E 513 -420
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 7-10
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 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.079 E 999 360
VERT(CL): 0.141 E 999 240
HORZ(LL): -0.037 F - -
HORZ(TL): 0.075 F - -
Creep Factor: 2.0
Max TC CSI: 0.886
Max BC CSI: 0.863
Max Web CSI: 0.863
Wgt: 123.2 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A04
Truss Type
COMN
Qty
1
Ply
1 2494
11/17/2020
1'4"8"12'9"13'3"1'4"SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ.
14'8"14'8"
29'4"
3"155'2"10A
B
C
D
E
F
G
HIJK
4
12
2X4(C6)
3X6(C6)
1.5X4
4X4 3X6
4X4
1.5X4
3X6(C6)
2X4(C6)
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lt Slider: 2x4 SP #3; block length = 1.750'
Rt Slider: 2x4 SP #3; block length = 1.750'
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 29.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 453 /- /- /271 /189 /118
B* 99 /- /- /50 /67 /-
F 774 /- /- /454 /491 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
B Brg Width = 152 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings K, B, & F are a rigid surface.
Bearings K, B, & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 253 -458
B - C 218 -235
C - D 492 -219
Chords Tens. Comp.
D - E 587 -777
E - F 772 -1048
F - G 80 -431
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 463 -225
B - J 183 -170
J - I 283 -17
Chords Tens. Comp.
I - H 283 -17
H - F 947 -605
F - G 427 -68
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - J 582 -515
J - D 681 -955
Webs Tens. Comp.
D - H 568 -361
H - E 513 -420
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 7-10
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 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.079 E 999 360
VERT(CL): 0.141 E 999 240
HORZ(LL): -0.037 F - -
HORZ(TL): 0.075 F - -
Creep Factor: 2.0
Max TC CSI: 0.886
Max BC CSI: 0.863
Max Web CSI: 0.863
Wgt: 123.2 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A04
Truss Type
COMN
Qty
1
Ply
1 2494
11/17/2020
1'4"8"12'9"13'3"1'4"SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ.
14'8"14'8"
29'4"
3"155'2"10A
B
C
D
E
F
G
HIJK
4
12
2X4(C6)
3X6(C6)
1.5X4
4X4 3X6
4X4
1.5X4
3X6(C6)
2X4(C6)
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 :SP 2400f-2.0E + SP M-31:
Bot chord 2x4 :SP 2400f-2.0E + SP M-31:
Webs 2x4 SP #3
Lt Slider: 2x4 SP #3; block length = 1.750'
Rt 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 83 0.00 29.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1191 /- /- /613 /767 /118
F 1191 /- /- /613 /767 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings K & F are a rigid surface.
Bearings K & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 647 -961
B - C 1940 -2055
C - D 1776 -1857
Chords Tens. Comp.
D - E 1776 -1857
E - F 1940 -2055
F - G 648 -962
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 970 -644
B - J 1873 -1665
J - I 1419 -1161
Chords Tens. Comp.
I - H 1419 -1161
H - F 1873 -1666
F - G 970 -644
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - J 464 -239
J - D 468 -282
Webs Tens. Comp.
D - H 468 -282
H - E 464 -239
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 7-10
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
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.190 D 999 360
VERT(CL): 0.371 J 843 240
HORZ(LL): 0.072 F - -
HORZ(TL): 0.146 F - -
Creep Factor: 2.0
Max TC CSI: 0.698
Max BC CSI: 0.978
Max Web CSI: 0.745
Wgt: 123.2 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A05
Truss Type
COMN
Qty
19
Ply
1 2495
11/17/2020
1'4"26'8"1'4"SEAT PLATE REQ.SEAT PLATE REQ.
14'8"14'8"
29'4"
3"155'2"10A
B
C
D
E
F
G
HIJK
4
12
2X4(C6)
3X6(C6)4X4
1.5X3
3X4 4X6
5X6
3X4
1.5X3
4X4
3X6(C6)
2X4(C6)
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 :SP 2400f-2.0E + SP M-31:
Bot chord 2x4 :SP 2400f-2.0E + SP M-31:
Webs 2x4 SP #3
Lt Slider: 2x4 SP #3; block length = 1.750'
Rt 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 83 0.00 29.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1191 /- /- /613 /767 /118
F 1191 /- /- /613 /767 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings K & F are a rigid surface.
Bearings K & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 647 -961
B - C 1940 -2055
C - D 1776 -1857
Chords Tens. Comp.
D - E 1776 -1857
E - F 1940 -2055
F - G 648 -962
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 970 -644
B - J 1873 -1665
J - I 1419 -1161
Chords Tens. Comp.
I - H 1419 -1161
H - F 1873 -1666
F - G 970 -644
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - J 464 -239
J - D 468 -282
Webs Tens. Comp.
D - H 468 -282
H - E 464 -239
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 7-10
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
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.190 D 999 360
VERT(CL): 0.371 J 843 240
HORZ(LL): 0.072 F - -
HORZ(TL): 0.146 F - -
Creep Factor: 2.0
Max TC CSI: 0.698
Max BC CSI: 0.978
Max Web CSI: 0.745
Wgt: 123.2 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A05
Truss Type
COMN
Qty
19
Ply
1 2495
11/17/2020
1'4"26'8"1'4"SEAT PLATE REQ.SEAT PLATE REQ.
14'8"14'8"
29'4"
3"155'2"10A
B
C
D
E
F
G
HIJK
4
12
2X4(C6)
3X6(C6)4X4
1.5X3
3X4 4X6
5X6
3X4
1.5X3
4X4
3X6(C6)
2X4(C6)
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Rt Slider: 2x4 SP #3; block length = 1.750'
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 29.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
AM*81 /- /- /42 /52 /5
O 285 /- /- /192 /178 /-
Wind reactions based on MWFRS
AM Brg Width = 312 Min Req = -
O Brg Width = 8.0 Min Req = 1.5
Bearings AM & O are a rigid surface.
Bearings AM & O require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 195 -310
B - C 157 -157
C - D 161 -146
D - E 169 -131
E - F 160 -78
F - G 180 -53
G - H 202 0
H - I 341 -11
Chords Tens. Comp.
I - J 270 -7
J - K 232 -22
K - L 180 -5
L - M 217 -47
M - N 188 -62
N - O 118 -60
O - P 239 -445
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A -AB 757 -279
AB-AA 392 -147
AA- Z 392 -148
Z - Y 392 -148
Y - X 227 -82
X - W 227 -82
W - V 226 -55
Chords Tens. Comp.
V - U 226 -55
U - T 226 -55
T - S 63 -47
S - R 63 -47
R - Q 62 -47
Q - O 57 -47
O - P 470 -203
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
D -AC 34 -17
AD- Y 42 -18
Y -AE 296 -173
AE-AF 223 -122
AG- H 271 -156
Webs Tens. Comp.
H -AH 41 -123
AI-AJ 77 -180
AJ- T 22 -99
T -AK 135 -58
AL- L 115 -48
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp.
B -AB 475 -266
C -AA 54 -57
AC- E 237 -170
Z -AD 242 -174
F -AE 113 -77
AF- X 406 -205
Gables Tens. Comp.
AH- I 342 -163
U -AI 409 -207
AJ- J 120 -80
AK- S 140 -125
K -AL 160 -132
R - M 87 -87
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 7-10
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
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.015 AB 999 360
VERT(CL): 0.025 AB 629 240
HORZ(LL): 0.007 O - -
HORZ(TL): 0.008 O - -
Creep Factor: 2.0
Max TC CSI: 0.356
Max BC CSI: 0.221
Max Web CSI: 0.342
Wgt: 172.2 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A06
Truss Type
GABL
Qty
1
Ply
1 2496
11/17/2020
1'4"26'8"1'4"SEAT PLATE REQ.SEAT PLATE REQ.
14'8"14'8"
29'4"
3"155'2"10A
B
C
D E
F
G
H
I
J
K L
M
N
O
P
QRSTUVWXYZAAAB
AC
AD AE
AF
AG AH
AI
AJ
AK
AL
AM
4
12
2X4(A1)
1.5X4 3X4 1.5X4 3X6
4X8(R1)
1.5X4 3X4
3X4
3X6(C6)
2X4(C6)
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Rt Slider: 2x4 SP #3; block length = 1.750'
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 29.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
AM*81 /- /- /42 /52 /5
O 285 /- /- /192 /178 /-
Wind reactions based on MWFRS
AM Brg Width = 312 Min Req = -
O Brg Width = 8.0 Min Req = 1.5
Bearings AM & O are a rigid surface.
Bearings AM & O require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 195 -310
B - C 157 -157
C - D 161 -146
D - E 169 -131
E - F 160 -78
F - G 180 -53
G - H 202 0
H - I 341 -11
Chords Tens. Comp.
I - J 270 -7
J - K 232 -22
K - L 180 -5
L - M 217 -47
M - N 188 -62
N - O 118 -60
O - P 239 -445
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A -AB 757 -279
AB-AA 392 -147
AA- Z 392 -148
Z - Y 392 -148
Y - X 227 -82
X - W 227 -82
W - V 226 -55
Chords Tens. Comp.
V - U 226 -55
U - T 226 -55
T - S 63 -47
S - R 63 -47
R - Q 62 -47
Q - O 57 -47
O - P 470 -203
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
D -AC 34 -17
AD- Y 42 -18
Y -AE 296 -173
AE-AF 223 -122
AG- H 271 -156
Webs Tens. Comp.
H -AH 41 -123
AI-AJ 77 -180
AJ- T 22 -99
T -AK 135 -58
AL- L 115 -48
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp.
B -AB 475 -266
C -AA 54 -57
AC- E 237 -170
Z -AD 242 -174
F -AE 113 -77
AF- X 406 -205
Gables Tens. Comp.
AH- I 342 -163
U -AI 409 -207
AJ- J 120 -80
AK- S 140 -125
K -AL 160 -132
R - M 87 -87
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 7-10
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
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.015 AB 999 360
VERT(CL): 0.025 AB 629 240
HORZ(LL): 0.007 O - -
HORZ(TL): 0.008 O - -
Creep Factor: 2.0
Max TC CSI: 0.356
Max BC CSI: 0.221
Max Web CSI: 0.342
Wgt: 172.2 lbs
VIEW Ver: 20.01.01A.0724.11
Job
WH10120
Truss
A06
Truss Type
GABL
Qty
1
Ply
1 2496
11/17/2020
1'4"26'8"1'4"SEAT PLATE REQ.SEAT PLATE REQ.
14'8"14'8"
29'4"
3"155'2"10A
B
C
D E
F
G
H
I
J
K L
M
N
O
P
QRSTUVWXYZAAAB
AC
AD AE
AF
AG AH
AI
AJ
AK
AL
AM
4
12
2X4(A1)
1.5X4 3X4 1.5X4 3X6
4X8(R1)
1.5X4 3X4
3X4
3X6(C6)
2X4(C6)
G -AG 342 -163
H - V 0 -94
Q - N 230 -153
Truss
A06
Truss Type
GABL
Qty
1
Ply
1 2496
11/17/2020
**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
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
NOTE: IN ADDITION TO STRAPPING TOE- NAIL
BOTH CHORDS OF CORNER JACKS TO CARRYING
MEMBER PER THE FOLLOWING SCHEDULE:
2X4: (2) 0.131" Ø TOE NAILS
2X6: (3) 0.131" Ø TOE NAILS
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.
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.
LSTA12 TWIST STRAP WITH 10D NAILS,
MIN. (10). SEE MFR'S
RECOMMENDED CONNECTION.
HIP, OR KING JACK (TYP.)7'-0" MAX.ATTACH KING & END JACKS
WITH (1) LSTA12 TWIST STRAP
AT TOP CHORD WITH (10) 10d
NAILS PER STRAP (MIN.) & (3)
0.131" Ø TOE NAILS.
ATTACH KING & END JACK
WITH (1) THJA26 HANGER AT
BOTTOM CHORD.
ATTACH CORNER JACKS &
STD. JACKS WITH (1) LSTA12
TWIST STRAP AT TOP CHORD
& BOTTOM CHORD WITH (10)
10d NAILS PER STRAP
MINIMUM (TYP).
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL. 34946
(772) 409-1010
STDLHIP/ KING JACK (HVHZ) (SIMPSON)02.25/28/2020
OR EQUIVALENT AT
BOTTOM CHORD
STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017
OPTION #2: APA RATED GUSSET.
OPTION #3: 2X4 VERT. SCAB.
PIGGY-BACK TRUSS. (REFER
TO ACTUAL TRUSS DESIGN
DRAWINGS FOR ADDITIONAL
INFORMATION.)
** IMPORTANT NOTE **
THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES
SPACED AT 24" O.C. OR LESS.
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.**
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) 10d 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 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 #1: TEE-LOK MULTI-USE
CONNECTION PLATE.
ATTACH EACH PURLIN TO TOP
CHORD OF BASE TRUSS. PURLIN
& CONNECTIONS BY OTHERS.
BASE TRUSS. (REFER TO TRUSS
DESIGN DRAWINGS FOR
ADDITIONAL INFORMATION.)
PURLINS SPACED ACCORDING
TO MAX. SPACING OF TOP
CHORD OF BASE TRUSS.
SPACING IS NOT TO EXCEED 24"
O.C. & PURLINS TO BE LOCATED
AT JOINT OF EACH BASE TRUSS.
2'-0"
MAX
PIGGY-BACK TRUSS STDTL04.112/23/19
STDTL05TRUSSED VALLEY SET DETAIL - SHEATHED
P 12
VALLEY TRUSS
(TYPICAL)
BASE TRUSSES
SEE DETAIL "A"
BELOW (TYP.)
VALLEY TRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
DETAIL A
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR
EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL "A".
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
JULY 17, 2017
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO
SIMPSON SDS25412 (1/4" X 4.5")
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
STDTL06TRUSSED VALLEY SET DETAIL
P 12
VALLEY TRUSS
(TYPICAL)
BASE TRUSSES
SEE DETAIL "A"
BELOW (TYP.)
VALLEY TRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
DETAIL A
(NO SHEATHING) N.T.S.
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
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
"A".
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
FEBRUARY 5, 2018
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO
SIMPSON SDS25300 (1/4" X 3")
OR EQUIVALENT WOOD
SCREWS INTO EACH BASE
TRUSS.
STDTL07TRUSSED VALLEY SET DETAIL
(HIGH WIND VELOCITY)
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
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE
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 MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6/12 PITCH
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
NOTE: VALLEY STUD SPACING NOT TO
EXCEED 48" O.C. SPACING.
ATTACH VALLEY TRUSSES TO LOWER TRUSSES
WITH USP RT7 OR EQUIVALENT.
NON-BEVELED
BOTTOM CHORD
NON-BEVELED
BOTTOM CHORD
JULY 17, 2017
MAXIMUM STUD LENGTH
2X4 SP #3 / STUD 12" O.C.
16" O.C.
24" O.C.
2X4 SP #3 / STUD
2X4 SP #3 / STUD
2X4 SP #2 12" O.C.
16" O.C.
24" O.C.
2X4 SP #2
2X4 SP #2
3-8-10
3-3-10
2-8-6
5-6-11
4-9-12
3-11-3
6-6-11
6-6-11
5-4-12
11-1-13
9-10-15
8-1-2
3-10-15 5-6-11 6-6-11 11-8-14
10-8-0
9-3-13
6-6-11
6-2-9
4-9-12
3-11-3
3-6-11
3-1-4
3X4 =
12
A
A
* *
*
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B OR C
ASCE 7-10 190 MPH
DURATION OF LOAD INCREASE : 1.60
STDTL08STANDARD GABLE END DETAIL
B B
+
+
+
+
**
STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
CONNECTION OF BRACING IS BASED ON MWFRS.
FEBRUARY 17, 2017
**
STDTL09FEBRUARY 17, 2017
T-BRACE / I-BRACE DETAIL
WITH 2X BRACE ONLY
STDTL10FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS
45.00°45.00°45.00°
STDTL11FEBRUARY 17, 2017 LATERAL TOE-NAIL DETAIL
(2X6) 4 NAILS
L
STDTL12FEBRUARY 17, 2017 UPLIFT TOE-NAIL DETAIL
FEBRUARY 5, 2016 ST-2x2 NAILINGTYP 2x2 NAILER ATTACHMENT
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
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.
1.5 x 4
1.5 x 4
2 x 4 SP No . 2 (M in )2x4 SP No. 2 (Min)
2x2 SP No. 3
STDTL13
April 11, 2016 ST-FLAT GIR BRACETYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
MAX 30" (2'-6")
2x6 #2 SP (Both Faces)
24" o.c.
SIMPSON H5
(4) 12d
TRUSS 24" o.c.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
VARIES
12
STDTL14
STDTL15FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND
DAMAGED OR MISSING CHORD SPLICE PLATES
STDTL16FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS
(L)
24" MAX
(2.0 x L)
24" MIN