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HomeMy WebLinkAboutAPPROVED Kelly-sealed drawings2**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
Value Set: NDS 2015
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 32.50
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Bottom chord checked for 10.00 psf non-concurrent live load.
Wind
Wind loads based on MWFRS with additional C&C member design.
Wind loading based on both gable and hip roof types.
Additional Notes
WARNING! CSI EXCEEDS 1.00 (1.07)
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
N 1558 /- /- /1110 /513 /384
J 1558 /- /- /1110 /513 /-
Wind reactions based on MWFRS
N Brg Width = 7.6 Min Req = 1.8
J Brg Width = 7.6 Min Req = 1.8
Bearings N & J are a rigid surface.
Bearings N & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 7 0
B - C 534 -299
C - D 720 -1259
D - E 760 -1213
Chords Tens. Comp.
E - F 760 -1213
F - G 720 -1259
G - H 534 -299
H - I 7 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - N 392 -334
N - M 1254 -473
M - L 1255 -472
Chords Tens. Comp.
L - K 1255 -473
K - J 1254 -475
J - H 392 -334
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
N - C 1115 -2049
C - M 269 0
C - L 393 -403
E - L 605 -316
Webs Tens. Comp.
L - G 393 -404
K - G 269 0
G - J 1115 -2049
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
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: 16.12 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.25 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.045 L 999 360
VERT(CL): 0.106 L 999 240
HORZ(LL): 0.023 J - -
HORZ(TL): 0.056 J - -
Creep Factor: 2.0
Max TC CSI: 1.074
Max BC CSI: 0.673
Max Web CSI: 0.654
Wgt: 179.9 lbs
VIEW Ver: 20.02.01A.1209.11
Job
WHE10202
Truss
TRS A
Truss Type
COMN
Qty
5
Ply
1 2507
03/26/2021
WARNING! CSI EXCEEDS 1.00 (1.07)
2'3"28'2'3"
SEAT PLATE REQ.SEAT PLATE REQ.
16'3"16'3"
32'6"3"3"
4"59'10"19'10"8(a)
(a)(a)
(a)
AB
C
D
E
F
G
H I
JKLMN
7
12
3X4(A1)
3X4
4X10
1.5X3
3X6
4X6(R)
5X8
3X6
1.5X3
4X10
3X4
3X4(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
Value Set: NDS 2015
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 32.50
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Bottom chord checked for 10.00 psf non-concurrent live load.
Wind
Wind loads based on MWFRS with additional C&C member design.
Wind loading based on both gable and hip roof types.
Additional Notes
WARNING! CSI EXCEEDS 1.00 (1.07)
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
N 1558 /- /- /1110 /513 /384
J 1558 /- /- /1110 /513 /-
Wind reactions based on MWFRS
N Brg Width = 7.6 Min Req = 1.8
J Brg Width = 7.6 Min Req = 1.8
Bearings N & J are a rigid surface.
Bearings N & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 7 0
B - C 534 -299
C - D 720 -1259
D - E 760 -1213
Chords Tens. Comp.
E - F 760 -1213
F - G 720 -1259
G - H 534 -299
H - I 7 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - N 392 -334
N - M 1254 -473
M - L 1255 -472
Chords Tens. Comp.
L - K 1255 -473
K - J 1254 -475
J - H 392 -334
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
N - C 1115 -2049
C - M 269 0
C - L 393 -403
E - L 605 -316
Webs Tens. Comp.
L - G 393 -404
K - G 269 0
G - J 1115 -2049
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
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: 16.12 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.25 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.045 L 999 360
VERT(CL): 0.106 L 999 240
HORZ(LL): 0.023 J - -
HORZ(TL): 0.056 J - -
Creep Factor: 2.0
Max TC CSI: 1.074
Max BC CSI: 0.673
Max Web CSI: 0.654
Wgt: 179.9 lbs
VIEW Ver: 20.02.01A.1209.11
Job
WHE10202
Truss
TRS A
Truss Type
COMN
Qty
5
Ply
1 2507
03/26/2021
WARNING! CSI EXCEEDS 1.00 (1.07)
2'3"28'2'3"
SEAT PLATE REQ.SEAT PLATE REQ.
16'3"16'3"
32'6"3"3"
4"59'10"19'10"8(a)
(a)(a)
(a)
AB
C
D
E
F
G
H I
JKLMN
7
12
3X4(A1)
3X4
4X10
1.5X3
3X6
4X6(R)
5X8
3X6
1.5X3
4X10
3X4
3X4(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
Value Set: NDS 2015
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(!!) PLATE FAILED ENGINEERING CHECKS. DO NOT BUILD.
(++) - This plate works for both joints covered.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 107 10.89 18.89
BC 75 18.89 32.50
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Bottom chord checked for 10.00 psf non-concurrent live load.
Wind
Wind loads based on MWFRS with additional C&C member design.
Wind loading based on both gable and hip roof types.
Additional Notes
WARNING! CSI EXCEEDS 1.00 (1.71)
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
O 1584 /- /- /1136 /500 /385
J 1570 /- /- /1125 /511 /-
Wind reactions based on MWFRS
O Brg Width = 7.6 Min Req = 1.9
J Brg Width = 7.6 Min Req = 1.9
Bearings O & J are a rigid surface.
Bearings O & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 7 0
B - C 699 -419
C - D 1377 -3668
D - E 1417 -3614
Chords Tens. Comp.
E - F 762 -1272
F - G 722 -1397
G - H 430 -257
H - I 7 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - O 495 -466
O - N 2736 -1039
N - M 3050 -1157
M - L 1287 -218
Chords Tens. Comp.
L - K 1213 -512
K - J 1211 -514
J - H 303 -271
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
O - C 1974 -4155
C - M 466 0
M - E 2754 -776
E - L 187 -312
Webs Tens. Comp.
L - G 367 -285
K - G 222 0
G - J 1097 -2033
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
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: 16.12 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.25 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.225 M 999 360
VERT(CL): 0.539 M 608 240
HORZ(LL): 0.197 J - -
HORZ(TL): 0.475 J - -
Creep Factor: 2.0
Max TC CSI: 1.714
Max BC CSI: 1.070
Max Web CSI: 1.092
Wgt: 175.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
WHE10202
Truss
TRS B
Truss Type
COMN
Qty
5
Ply
1 2498
03/26/2021
WARNING! CSI EXCEEDS 1.00 (1.71)
2'3"28'2'3"
SEAT PLATE REQ.SEAT PLATE REQ.
16'3"16'3"
2'10"10 8'8'13'7"63"3"
32'6"
4"54'9'10"19'10"8(a)
(a)
(a)
(a)
(a)
AB
C
D
E
F
G
H I
JKL
M
NO
7
12
6
12
3X4(A1)
4X8 (++)
4X6(!!)
3X6
5X8(R)(!!)
10X10(R1)(!!)
5X6
4X6
1.5X3
4X10
3X4
3X4(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
Value Set: NDS 2015
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(!!) PLATE FAILED ENGINEERING CHECKS. DO NOT BUILD.
(++) - This plate works for both joints covered.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 107 10.89 18.89
BC 75 18.89 32.50
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Bottom chord checked for 10.00 psf non-concurrent live load.
Wind
Wind loads based on MWFRS with additional C&C member design.
Wind loading based on both gable and hip roof types.
Additional Notes
WARNING! CSI EXCEEDS 1.00 (1.71)
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
O 1584 /- /- /1136 /500 /385
J 1570 /- /- /1125 /511 /-
Wind reactions based on MWFRS
O Brg Width = 7.6 Min Req = 1.9
J Brg Width = 7.6 Min Req = 1.9
Bearings O & J are a rigid surface.
Bearings O & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 7 0
B - C 699 -419
C - D 1377 -3668
D - E 1417 -3614
Chords Tens. Comp.
E - F 762 -1272
F - G 722 -1397
G - H 430 -257
H - I 7 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - O 495 -466
O - N 2736 -1039
N - M 3050 -1157
M - L 1287 -218
Chords Tens. Comp.
L - K 1213 -512
K - J 1211 -514
J - H 303 -271
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
O - C 1974 -4155
C - M 466 0
M - E 2754 -776
E - L 187 -312
Webs Tens. Comp.
L - G 367 -285
K - G 222 0
G - J 1097 -2033
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
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: 16.12 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.25 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.225 M 999 360
VERT(CL): 0.539 M 608 240
HORZ(LL): 0.197 J - -
HORZ(TL): 0.475 J - -
Creep Factor: 2.0
Max TC CSI: 1.714
Max BC CSI: 1.070
Max Web CSI: 1.092
Wgt: 175.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
WHE10202
Truss
TRS B
Truss Type
COMN
Qty
5
Ply
1 2498
03/26/2021
WARNING! CSI EXCEEDS 1.00 (1.71)
2'3"28'2'3"
SEAT PLATE REQ.SEAT PLATE REQ.
16'3"16'3"
2'10"10 8'8'13'7"63"3"
32'6"
4"54'9'10"19'10"8(a)
(a)
(a)
(a)
(a)
AB
C
D
E
F
G
H I
JKL
M
NO
7
12
6
12
3X4(A1)
4X8 (++)
4X6(!!)
3X6
5X8(R)(!!)
10X10(R1)(!!)
5X6
4X6
1.5X3
4X10
3X4
3X4(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
Value Set: NDS 2015
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 26.50
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.
Bottom chord checked for 10.00 psf non-concurrent live load.
Wind
Wind loads based on MWFRS with additional C&C member design.
Wind loading based on both gable and hip roof types.
Additional Notes
(G1) Gusset Plates are
5/8" APA RATED SHEATHING, 32/16, EXP 1 or 2.
Apply gusset to each face of truss and attach with evenly
distributed 0.131"x3" Nails specified in
circles. Hatched lines indicate portions on gussets
protruding outside of the perimeter of the truss that may
be trimmed flush with the truss profile.
Minimum Nail/Screw Spacing Requirements Based on
ANSI/AF&PA NDS-2001:
End Distance 2-1/8" Edge Distance 3/4"
Spacing Between Rows 3/4" Spacing in a Row 2-1/8"
Maximum Number of Rows for Member Size:
2x4 3 Rows
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1275 /- /- /923 /411 /310
H 1275 /- /- /923 /411 /-
Wind reactions based on MWFRS
K Brg Width = 7.6 Min Req = 1.5
H Brg Width = 7.6 Min Req = 1.5
Bearings K & H are a rigid surface.
Bearings K & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 7 -1
B - C 467 -330
C - D 662 -1042
Chords Tens. Comp.
D - E 662 -1042
E - F 467 -330
F - G 7 -1
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - K 393 -297
K - J 860 -342
J - I 683 -90
Chords Tens. Comp.
I - H 860 -333
H - F 393 -297
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - C 971 -1560
C - J 300 -162
J - D 290 -175
Webs Tens. Comp.
D - I 290 -175
I - E 300 -163
E - H 971 -1560
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
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: 15.24 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.023 I 999 360
VERT(CL): 0.055 I 999 240
HORZ(LL): 0.012 H - -
HORZ(TL): 0.028 H - -
Creep Factor: 2.0
Max TC CSI: 0.728
Max BC CSI: 0.473
Max Web CSI: 0.389
Wgt: 140.7 lbs
VIEW Ver: 20.02.01A.1209.11
Job
WHE10202
Truss
TRS C REPAIR
Truss Type
COMN
Qty
4
Ply
1 2468
03/31/2021
2'3"22'2'3"
SEAT PLATE REQ.SEAT PLATE REQ.
13'3"13'3"
26'6"3"3"
4"58'1"18'1"8(a)(a)
A B
C
D
E
F G
HIJK
7
12
2X4(A1)
3X4
16X24X5/8"(G1)
12X12X5/8"(G1)
4X6(R)
3X4
4X4
3X4
2X4(A1)
11
3
11
3
3
3
**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
Value Set: NDS 2015
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 26.50
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.
Bottom chord checked for 10.00 psf non-concurrent live load.
Wind
Wind loads based on MWFRS with additional C&C member design.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1275 /- /- /923 /411 /310
H 1275 /- /- /923 /411 /-
Wind reactions based on MWFRS
K Brg Width = 7.6 Min Req = 1.5
H Brg Width = 7.6 Min Req = 1.5
Bearings K & H are a rigid surface.
Bearings K & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 7 -1
B - C 467 -330
C - D 662 -1042
Chords Tens. Comp.
D - E 662 -1042
E - F 467 -330
F - G 7 -1
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - K 393 -297
K - J 860 -342
J - I 683 -90
Chords Tens. Comp.
I - H 860 -333
H - F 393 -297
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - C 971 -1560
C - J 300 -162
J - D 290 -175
Webs Tens. Comp.
D - I 290 -175
I - E 300 -163
E - H 971 -1560
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
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: 15.24 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.023 I 999 360
VERT(CL): 0.055 I 999 240
HORZ(LL): 0.012 H - -
HORZ(TL): 0.028 H - -
Creep Factor: 2.0
Max TC CSI: 0.728
Max BC CSI: 0.473
Max Web CSI: 0.389
Wgt: 140.7 lbs
VIEW Ver: 20.02.01A.1209.11
Job
WHE10202
Truss
TRS C
Truss Type
COMN
Qty
4
Ply
1 2491
03/26/2021
2'3"22'2'3"
SEAT PLATE REQ.SEAT PLATE REQ.
13'3"13'3"
26'6"3"3"
4"58'1"18'1"8(a)(a)
A B
C
D
E
F G
HIJK
7
12
2X4(A1)
3X4
4X4
3X4
4X6(R)
3X4
4X4
3X4
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
Value Set: NDS 2015
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 26.50
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.
Bottom chord checked for 10.00 psf non-concurrent live load.
Wind
Wind loads based on MWFRS with additional C&C member design.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1275 /- /- /923 /411 /310
H 1275 /- /- /923 /411 /-
Wind reactions based on MWFRS
K Brg Width = 7.6 Min Req = 1.5
H Brg Width = 7.6 Min Req = 1.5
Bearings K & H are a rigid surface.
Bearings K & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 7 -1
B - C 467 -330
C - D 662 -1042
Chords Tens. Comp.
D - E 662 -1042
E - F 467 -330
F - G 7 -1
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - K 393 -297
K - J 860 -342
J - I 683 -90
Chords Tens. Comp.
I - H 860 -333
H - F 393 -297
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - C 971 -1560
C - J 300 -162
J - D 290 -175
Webs Tens. Comp.
D - I 290 -175
I - E 300 -163
E - H 971 -1560
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
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: 15.24 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.023 I 999 360
VERT(CL): 0.055 I 999 240
HORZ(LL): 0.012 H - -
HORZ(TL): 0.028 H - -
Creep Factor: 2.0
Max TC CSI: 0.728
Max BC CSI: 0.473
Max Web CSI: 0.389
Wgt: 140.7 lbs
VIEW Ver: 20.02.01A.1209.11
Job
WHE10202
Truss
TRS C
Truss Type
COMN
Qty
4
Ply
1 2491
03/26/2021
2'3"22'2'3"
SEAT PLATE REQ.SEAT PLATE REQ.
13'3"13'3"
26'6"3"3"
4"58'1"18'1"8(a)(a)
A B
C
D
E
F G
HIJK
7
12
2X4(A1)
3X4
4X4
3X4
4X6(R)
3X4
4X4
3X4
2X4(A1)