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HomeMy WebLinkAboutAPPROVED ,Truss Engineering 9736 Starboard Dr Lot 72Lumber 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 CRMSCM1560B1L
Page 1 of 2
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946Site Information:
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block:Model: CAYMAN 1560
Subdivision: Address:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-16 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 44 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 3720 A01 2/24/21
2 3679 A02 2/24/21
3 3680 A03 2/24/21
4 3681 A04 2/24/21
5 3727 A05 2/24/21
6 3683 A06 2/24/21
7 3684 A07 2/24/21
8 3685 A08 2/24/21
9 3686 A09 2/24/21
10 3687 A10 2/24/21
11 3688 A11 2/24/21
12 3689 A12 2/24/21
No.Seq #Truss Name Date
13 3690 A13 2/24/21
14 3731 B01 2/24/21
15 3691 B02 2/24/21
16 3692 B03 2/24/21
17 3722 C01 2/24/21
18 3693 C02 2/24/21
19 3694 C03 2/24/21
20 3695 E01 2/24/21
21 3696 E02 2/24/21
22 3697 E03 2/24/21
23 3698 GE01 2/24/21
24 3716 HJ7 2/24/21
No.Seq #Truss Name Date
25 3717 HJ7A 2/24/21
26 3718 HJ7B 2/24/21
27 3719 HJ7P 2/24/21
28 3699 J1 2/24/21
29 3700 J1P 2/24/21
30 3701 J3 2/24/21
31 3702 J3A 2/24/21
32 3703 J3P 2/24/21
33 3704 J5 2/24/21
34 3705 J5A 2/24/21
35 3706 J5B 2/24/21
36 3707 J5P 2/24/21
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 CRMSCM1560B1L
Page 2 of 2
No.Seq #Truss Name Date
37 3708 J6 2/24/21
38 3709 J7 2/24/21
39 3710 J7C 2/24/21
40 3711 J7P 2/24/21
41 3712 VM01 2/24/21
42 3713 VM02 2/24/21
43 3714 VM03 2/24/21
44 3715 VM04 2/24/21
45 STDL01 STD. DETAIL 2/24/21
46 STDL02 STD. DETAIL 2/24/21
47 STDL03 STD. DETAIL 2/24/21
48 STDL04 STD. DETAIL 2/24/21
49 STDL05 STD. DETAIL 2/24/21
50 STDL06 STD. DETAIL 2/24/21
51 STDL07 STD. DETAIL 2/24/21
52 STDL08 STD. DETAIL 2/24/21
53 STDL09 STD. DETAIL 2/24/21
54 STDL10 STD. DETAIL 2/24/21
55 STDL11 STD. DETAIL 2/24/21
56 STDL12 STD. DETAIL 2/24/21
57 STDL13 STD. DETAIL 2/24/21
58 STDL14 STD. DETAIL 2/24/21
59 STDL15 STD. DETAIL 2/24/21
60 STDL16 STD. DETAIL 2/24/21
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 T2 2x4 SP M-30;
Bot chord 2x4 SP #2 B2 2x4 SP M-30;
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -1.46 to 62 plf at 7.00
TC: From 31 plf at 7.00 to 31 plf at 31.00
TC: From 62 plf at 31.00 to 62 plf at 39.46
BC: From 14 plf at 0.00 to 14 plf at 7.03
BC: From 7 plf at 7.03 to 7 plf at 30.97
BC: From 14 plf at 30.97 to 14 plf at 38.00
TC: 254 lb Conc. Load at 7.03,30.97
TC: 184 lb Conc. Load at 9.06,11.06,13.06,15.06
17.06,19.00
TC: 186 lb Conc. Load at 20.94,22.94,24.94,26.94
28.94
BC: 442 lb Conc. Load at 7.03,30.97
BC: 107 lb Conc. Load at 9.06,11.06,13.06,15.06
17.06,19.00
BC: 111 lb Conc. Load at 20.94,22.94,24.94,26.94
28.94
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 31.00
BC 70 0.15 8.22
BC 76 8.26 19.51
BC 75 19.51 37.85
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1441 /- /- /- /623 /-
P 4556 /- /- /- /2567 /-
K 844 /- /- /- /514 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.7
P Brg Width = 8.0 Min Req = 5.4
K Brg Width = 8.0 Min Req = 1.5
Bearings B, P, & K are a rigid surface.
Bearings B, P, & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 -22
B - C 1087 -2457
C - D 1267 -2841
D - E 745 -1890
E - F 1292 -777
F - G 1292 -777
Chords Tens. Comp.
G - H 1294 -775
H - I 2352 -1265
I - J 292 -12
J - K 862 -1189
K - L 39 -22
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - V 2112 -923
V - U 85 -52
T - S 2873 -1283
S - Q 1817 -726
R - P 19 -52
Chords Tens. Comp.
P - O 0 -374
O - N 0 -374
N - M 1010 -740
M - K 986 -725
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - V 643 -1125
C - T 1923 -928
V - T 2616 -1106
T - U 0 -144
T - D 133 0
D - S 610 -1125
S - E 790 -196
E - Q 1678 -3416
G - Q 361 -499
Webs Tens. Comp.
Q - R 44 -29
Q - H 1704 -767
Q - P 1295 -2386
H - P 891 -1715
P - I 1765 -2714
I - N 1092 -635
N - J 726 -1341
M - J 598 -362
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.80 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.121 D 999 360
VERT(CL): 0.228 D 999 240
HORZ(LL): 0.055 M - -
HORZ(TL): 0.103 M - -
Creep Factor: 2.0
Max TC CSI: 0.671
Max BC CSI: 0.995
Max Web CSI: 0.997
Wgt: 205.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A01
Truss Type
HIPS
Qty
1
Ply
1 3720
02/24/2021
21'8"16'4"
SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.
7'24'7'
8'4"6 11'18'7"91'5"9 1'5"9
38'
4"38"3'10"34'5"15(a)(a)
A
B
C D E F G H I J
K
L
MNOP
Q RS
TUV
6
12
3X6(A1)
6X8
5X6
10X10
1.5X3
3X4
3X4
3X10 3X6
1.5X3
6X10
1.5X3
4X6
5X8 3X6
4X6
4X4
2X4
6X6
3X6(A1)
7'0"6
442#
254#
2'0"6
107#
184#
2'
107#
184#
2'
107#
184#
2'
107#
184#
2'
107#
184#
1'11"4
107#
184#
1'11"4
111#
186#
2'
111#
186#
2'
111#
186#
2'
111#
186#
2'
111#
186#
2'0"6
442#
254#
7'0"6
**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 T2 2x4 SP M-30;
Bot chord 2x4 SP #2 B2 2x4 SP M-30;
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -1.46 to 62 plf at 7.00
TC: From 31 plf at 7.00 to 31 plf at 31.00
TC: From 62 plf at 31.00 to 62 plf at 39.46
BC: From 14 plf at 0.00 to 14 plf at 7.03
BC: From 7 plf at 7.03 to 7 plf at 30.97
BC: From 14 plf at 30.97 to 14 plf at 38.00
TC: 254 lb Conc. Load at 7.03,30.97
TC: 184 lb Conc. Load at 9.06,11.06,13.06,15.06
17.06,19.00
TC: 186 lb Conc. Load at 20.94,22.94,24.94,26.94
28.94
BC: 442 lb Conc. Load at 7.03,30.97
BC: 107 lb Conc. Load at 9.06,11.06,13.06,15.06
17.06,19.00
BC: 111 lb Conc. Load at 20.94,22.94,24.94,26.94
28.94
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 31.00
BC 70 0.15 8.22
BC 76 8.26 19.51
BC 75 19.51 37.85
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1441 /- /- /- /623 /-
P 4556 /- /- /- /2567 /-
K 844 /- /- /- /514 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.7
P Brg Width = 8.0 Min Req = 5.4
K Brg Width = 8.0 Min Req = 1.5
Bearings B, P, & K are a rigid surface.
Bearings B, P, & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 -22
B - C 1087 -2457
C - D 1267 -2841
D - E 745 -1890
E - F 1292 -777
F - G 1292 -777
Chords Tens. Comp.
G - H 1294 -775
H - I 2352 -1265
I - J 292 -12
J - K 862 -1189
K - L 39 -22
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - V 2112 -923
V - U 85 -52
T - S 2873 -1283
S - Q 1817 -726
R - P 19 -52
Chords Tens. Comp.
P - O 0 -374
O - N 0 -374
N - M 1010 -740
M - K 986 -725
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - V 643 -1125
C - T 1923 -928
V - T 2616 -1106
T - U 0 -144
T - D 133 0
D - S 610 -1125
S - E 790 -196
E - Q 1678 -3416
G - Q 361 -499
Webs Tens. Comp.
Q - R 44 -29
Q - H 1704 -767
Q - P 1295 -2386
H - P 891 -1715
P - I 1765 -2714
I - N 1092 -635
N - J 726 -1341
M - J 598 -362
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.80 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.121 D 999 360
VERT(CL): 0.228 D 999 240
HORZ(LL): 0.055 M - -
HORZ(TL): 0.103 M - -
Creep Factor: 2.0
Max TC CSI: 0.671
Max BC CSI: 0.995
Max Web CSI: 0.997
Wgt: 205.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A01
Truss Type
HIPS
Qty
1
Ply
1 3720
02/24/2021
21'8"16'4"
SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.
7'24'7'
8'4"6 11'18'7"91'5"9 1'5"9
38'
4"38"3'10"34'5"15(a)(a)
A
B
C D E F G H I J
K
L
MNOP
Q RS
TUV
6
12
3X6(A1)
6X8
5X6
10X10
1.5X3
3X4
3X4
3X10 3X6
1.5X3
6X10
1.5X3
4X6
5X8 3X6
4X6
4X4
2X4
6X6
3X6(A1)
7'0"6
442#
254#
2'0"6
107#
184#
2'
107#
184#
2'
107#
184#
2'
107#
184#
2'
107#
184#
1'11"4
107#
184#
1'11"4
111#
186#
2'
111#
186#
2'
111#
186#
2'
111#
186#
2'
111#
186#
2'0"6
442#
254#
7'0"6
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 T3 2x4 SP M-30;
Bot chord 2x4 SP #2
Webs 2x4 SP #3 W1 2x4 SP M-30;
Bracing
(a) Continuous lateral restraint equally spaced on member.
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)
TC 24 9.00 29.00
BC 97 0.15 8.22
BC 120 8.21 19.51
BC 75 19.51 37.85
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
Negative reaction(s) of -192# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 683 /- /- /418 /273 /171
P 2042 /- /- /1064 /746 /-
K* 45 /-12 /- /26 /11 /-
O /-112
N /-270
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
P Brg Width = 8.0 Min Req = 2.4
K Brg Width = 192 Min Req = -
Bearings B, P, & P are a rigid surface.
Bearings B, P, & P require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 451 -784
C - D 703 -928
D - E 325 -218
E - F 827 -301
F - G 827 -301
Chords Tens. Comp.
G - H 826 -300
H - I 1151 -502
I - J 546 -118
J - K 243 -372
K - L 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - U 613 -268
T - S 574 -224
S - Q 191 -65
R - P 5 -17
Chords Tens. Comp.
P - O 385 -587
O - N 222 -140
N - M 222 -140
M - K 216 -149
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - T 457 -580
T - U 130 0
T - D 713 -436
D - S 229 -459
S - E 397 -79
E - Q 727 -1227
G - Q 234 -251
Q - R 14 -5
Webs Tens. Comp.
Q - H 652 -396
Q - P 787 -1190
H - P 472 -696
P - I 622 -1075
I - O 653 -230
O - J 451 -803
M - J 311 -161
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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): 0.087 C 999 360
VERT(CL): 0.162 C 999 240
HORZ(LL): 0.057 Q - -
HORZ(TL): 0.108 Q - -
Creep Factor: 2.0
Max TC CSI: 0.676
Max BC CSI: 0.729
Max Web CSI: 0.999
Wgt: 211.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A02
Truss Type
HIPS
Qty
1
Ply
1 3679
02/24/2021
21'8"16'4"
SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ.
9'20'9'
8'4"6 11'18'7"91'5"9 1'5"9
38'
4"38"4'10"35'5"15(a)
A
B
C D E F G H I J
K
L
MNOP
Q RS
TU
6
12
3X6(A1)
1.5X4
4X6(R)
5X6 3X6
1.5X3
6X6
1.5X3 4X8 3X6 1.5X3
5X6
3X6(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 T3 2x4 SP M-30;
Bot chord 2x4 SP #2
Webs 2x4 SP #3 W1 2x4 SP M-30;
Bracing
(a) Continuous lateral restraint equally spaced on member.
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)
TC 24 9.00 29.00
BC 97 0.15 8.22
BC 120 8.21 19.51
BC 75 19.51 37.85
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
Negative reaction(s) of -192# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 683 /- /- /418 /273 /171
P 2042 /- /- /1064 /746 /-
K* 45 /-12 /- /26 /11 /-
O /-112
N /-270
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
P Brg Width = 8.0 Min Req = 2.4
K Brg Width = 192 Min Req = -
Bearings B, P, & P are a rigid surface.
Bearings B, P, & P require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 451 -784
C - D 703 -928
D - E 325 -218
E - F 827 -301
F - G 827 -301
Chords Tens. Comp.
G - H 826 -300
H - I 1151 -502
I - J 546 -118
J - K 243 -372
K - L 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - U 613 -268
T - S 574 -224
S - Q 191 -65
R - P 5 -17
Chords Tens. Comp.
P - O 385 -587
O - N 222 -140
N - M 222 -140
M - K 216 -149
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - T 457 -580
T - U 130 0
T - D 713 -436
D - S 229 -459
S - E 397 -79
E - Q 727 -1227
G - Q 234 -251
Q - R 14 -5
Webs Tens. Comp.
Q - H 652 -396
Q - P 787 -1190
H - P 472 -696
P - I 622 -1075
I - O 653 -230
O - J 451 -803
M - J 311 -161
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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): 0.087 C 999 360
VERT(CL): 0.162 C 999 240
HORZ(LL): 0.057 Q - -
HORZ(TL): 0.108 Q - -
Creep Factor: 2.0
Max TC CSI: 0.676
Max BC CSI: 0.729
Max Web CSI: 0.999
Wgt: 211.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A02
Truss Type
HIPS
Qty
1
Ply
1 3679
02/24/2021
21'8"16'4"
SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ.
9'20'9'
8'4"6 11'18'7"91'5"9 1'5"9
38'
4"38"4'10"35'5"15(a)
A
B
C D E F G H I J
K
L
MNOP
Q RS
TU
6
12
3X6(A1)
1.5X4
4X6(R)
5X6 3X6
1.5X3
6X6
1.5X3 4X8 3X6 1.5X3
5X6
3X6(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 T2 2x6 SP 2400f-2.0E;
T3 2x4 SP 2400f-2.0E + SP M-31;
Bot chord 2x4 SP #2 B3 2x4 SP M-30;
B4 2x4 SP 2400f-2.0E + SP M-31;
Webs 2x4 SP #3 W4 2x4 SP 2400f-2.0E + SP M-31;
W5,W6 2x4 SP #2; W7 2x4 SP M-30;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 11.00 27.00
BC 77 0.15 21.29
BC 78 21.29 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1539 /- /- /865 /563 /199
I 1543 /- /- /860 /566 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I Brg Width = 8.0 Min Req = 1.5
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1478 -2699
C - D 1370 -2358
D - E 1574 -2459
E - F 5116 -9293
Chords Tens. Comp.
F - G 5173 -9398
G - H 2352 -4394
H - I 2493 -4704
I - J 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - Q 2348 -1212
Q - P 2050 -1004
P - O 2050 -1004
O - N 42 -22
Chords Tens. Comp.
M - L 4051 -1970
L - K 4033 -1971
K - I 4227 -2157
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - Q 251 -340
D - Q 387 -39
D - O 596 -468
O - E 1394 -2378
O - M 3191 -1660
E - M 7015 -3653
Webs Tens. Comp.
F - M 178 -29
M - N 78 0
M - G 5651 -3143
K - G 246 -2
K - H 287 -211
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.833 M 542 360
VERT(CL): 1.574 M 287 240
HORZ(LL): 0.450 K - -
HORZ(TL): 0.851 K - -
Creep Factor: 2.0
Max TC CSI: 0.846
Max BC CSI: 0.993
Max Web CSI: 0.992
Wgt: 210.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A03
Truss Type
HIPS
Qty
1
Ply
1 3680
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
11'16'11'
21'5"3 16'6"131'5"9 1'5"9
4"33'11"135'10"36'5"15(a)(a)
(a)
A
B
C
D E F G
H
I
J
KL
M
NOPQ
6
12
3
12
3X6(A1)
1.5X3
6X8(R)
3X4 4X6 6X10
5X12 1.5X3
H1014
1.5X4
H0308
3X4
8X10
1.5X3
3X8(F1)
**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 T2 2x6 SP 2400f-2.0E;
T3 2x4 SP 2400f-2.0E + SP M-31;
Bot chord 2x4 SP #2 B3 2x4 SP M-30;
B4 2x4 SP 2400f-2.0E + SP M-31;
Webs 2x4 SP #3 W4 2x4 SP 2400f-2.0E + SP M-31;
W5,W6 2x4 SP #2; W7 2x4 SP M-30;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 11.00 27.00
BC 77 0.15 21.29
BC 78 21.29 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1539 /- /- /865 /563 /199
I 1543 /- /- /860 /566 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I Brg Width = 8.0 Min Req = 1.5
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1478 -2699
C - D 1370 -2358
D - E 1574 -2459
E - F 5116 -9293
Chords Tens. Comp.
F - G 5173 -9398
G - H 2352 -4394
H - I 2493 -4704
I - J 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - Q 2348 -1212
Q - P 2050 -1004
P - O 2050 -1004
O - N 42 -22
Chords Tens. Comp.
M - L 4051 -1970
L - K 4033 -1971
K - I 4227 -2157
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - Q 251 -340
D - Q 387 -39
D - O 596 -468
O - E 1394 -2378
O - M 3191 -1660
E - M 7015 -3653
Webs Tens. Comp.
F - M 178 -29
M - N 78 0
M - G 5651 -3143
K - G 246 -2
K - H 287 -211
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.833 M 542 360
VERT(CL): 1.574 M 287 240
HORZ(LL): 0.450 K - -
HORZ(TL): 0.851 K - -
Creep Factor: 2.0
Max TC CSI: 0.846
Max BC CSI: 0.993
Max Web CSI: 0.992
Wgt: 210.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A03
Truss Type
HIPS
Qty
1
Ply
1 3680
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
11'16'11'
21'5"3 16'6"131'5"9 1'5"9
4"33'11"135'10"36'5"15(a)(a)
(a)
A
B
C
D E F G
H
I
J
KL
M
NOPQ
6
12
3
12
3X6(A1)
1.5X3
6X8(R)
3X4 4X6 6X10
5X12 1.5X3
H1014
1.5X4
H0308
3X4
8X10
1.5X3
3X8(F1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 M-30 T1 2x4 SP #2;
Bot chord 2x4 SP #2 B3,B4 2x4 SP M-30;
Webs 2x4 SP #3 W5,W6,W7 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 12.67 25.33
BC 94 0.15 21.29
BC 89 21.29 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1539 /- /- /872 /416 /223
I 1543 /- /- /867 /419 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I Brg Width = 8.0 Min Req = 1.7
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1326 -2704
C - D 1246 -2219
D - E 1307 -2109
E - F 3109 -6025
Chords Tens. Comp.
F - G 3125 -6059
G - H 2095 -4144
H - I 2213 -4675
I - J 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - S 2341 -1072
S - R 2339 -1074
R - Q 2339 -1074
Q - P 1906 -855
P - O 23 -11
Chords Tens. Comp.
N - M 3795 -1685
M - L 4221 -1913
L - K 4207 -1917
K - I 4187 -1897
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
S - C 209 0
C - Q 251 -497
D - Q 363 -86
D - P 359 -282
P - E 1229 -2339
P - N 3000 -1388
E - N 4374 -2024
Webs Tens. Comp.
F - N 203 -153
N - O 59 0
N - G 2746 -1402
M - G 215 -41
M - H 256 -436
H - K 124 -45
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.582 F 777 360
VERT(CL): 1.099 F 411 240
HORZ(LL): 0.343 K - -
HORZ(TL): 0.647 K - -
Creep Factor: 2.0
Max TC CSI: 0.647
Max BC CSI: 0.995
Max Web CSI: 0.987
Wgt: 218.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A04
Truss Type
HIPS
Qty
1
Ply
1 3681
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
12'8"12'8"12'8"
21'5"3 16'6"131'5"9 1'5"9
4"33'11"136'8"37'3"15(a)
A
B
C
D E F G
H
I
J
K
L
M
N
OPQRS
6
12
3
12
3X6(A1)
1.5X3
3X4
3X6
5X6
3X4 7X8
5X8 1.5X3
H1014
1.5X3
3X4
5X10
H0308
3X4
1.5X3
3X8(F1)
**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 M-30 T1 2x4 SP #2;
Bot chord 2x4 SP #2 B3,B4 2x4 SP M-30;
Webs 2x4 SP #3 W5,W6,W7 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 12.67 25.33
BC 94 0.15 21.29
BC 89 21.29 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1539 /- /- /872 /416 /223
I 1543 /- /- /867 /419 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I Brg Width = 8.0 Min Req = 1.7
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1326 -2704
C - D 1246 -2219
D - E 1307 -2109
E - F 3109 -6025
Chords Tens. Comp.
F - G 3125 -6059
G - H 2095 -4144
H - I 2213 -4675
I - J 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - S 2341 -1072
S - R 2339 -1074
R - Q 2339 -1074
Q - P 1906 -855
P - O 23 -11
Chords Tens. Comp.
N - M 3795 -1685
M - L 4221 -1913
L - K 4207 -1917
K - I 4187 -1897
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
S - C 209 0
C - Q 251 -497
D - Q 363 -86
D - P 359 -282
P - E 1229 -2339
P - N 3000 -1388
E - N 4374 -2024
Webs Tens. Comp.
F - N 203 -153
N - O 59 0
N - G 2746 -1402
M - G 215 -41
M - H 256 -436
H - K 124 -45
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.582 F 777 360
VERT(CL): 1.099 F 411 240
HORZ(LL): 0.343 K - -
HORZ(TL): 0.647 K - -
Creep Factor: 2.0
Max TC CSI: 0.647
Max BC CSI: 0.995
Max Web CSI: 0.987
Wgt: 218.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A04
Truss Type
HIPS
Qty
1
Ply
1 3681
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
12'8"12'8"12'8"
21'5"3 16'6"131'5"9 1'5"9
4"33'11"136'8"37'3"15(a)
A
B
C
D E F G
H
I
J
K
L
M
N
OPQRS
6
12
3
12
3X6(A1)
1.5X3
3X4
3X6
5X6
3X4 7X8
5X8 1.5X3
H1014
1.5X3
3X4
5X10
H0308
3X4
1.5X3
3X8(F1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 T3 2x4 SP 2400f-2.0E +
SP M-31; T4,T5 2x4 SP M-30;
Bot chord 2x4 SP #2 B3,B4 2x4 SP M-30;
Webs 2x4 SP #3 W3 2x4 SP #2;
Plating Notes
(I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 14.67 23.33
BC 94 0.15 11.75
BC 89 11.72 19.00
BC 90 19.00 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1542 /- /- /879 /412 /252
K 1545 /- /- /873 /415 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
K Brg Width = 8.0 Min Req = 1.7
Bearings B & K are a rigid surface.
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1191 -2724
C - D 2026 -4568
D - E 2038 -4483
E - F 2158 -4554
F - G 2227 -4865
Chords Tens. Comp.
G - H 2227 -4866
H - I 1755 -3844
I - J 1729 -3891
J - K 1991 -4705
K - L 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - S 2362 -954
S - R 26 -12
Q - P 3540 -1350
P - O 3507 -1314
Chords Tens. Comp.
O - N 4242 -1692
N - M 4238 -1704
M - K 4218 -1690
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - S 589 -1240
C - Q 1675 -644
S - Q 2654 -1068
E - Q 226 -259
Q - R 78 0
Q - F 1041 -494
Webs Tens. Comp.
F - P 1683 -713
G - P 241 -191
P - H 1743 -762
O - H 372 -89
O - J 370 -702
J - M 188 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.537 G 843 360
VERT(CL): 1.015 G 445 240
HORZ(LL): 0.365 M - -
HORZ(TL): 0.689 M - -
Creep Factor: 2.0
Max TC CSI: 0.654
Max BC CSI: 0.971
Max Web CSI: 0.718
Wgt: 198.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A05
Truss Type
HIPS
Qty
1
Ply
1 3727
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
14'8"8'8"14'8"
11'10"12 7'1"4 19'1'5"9 1'5"9
4"32'9"124'7"17'8"38'3"15A
B
C
D
E
F G H
I
J
K
L
M
NO
P
Q
RS
6
12
3
123X6(A1)
4X4
5X6
3X6
1.5X3
6X8(I)
1.5X4
5X6 1.5X3
H0510
3X4
5X8
H0308
3X6
3X4
1.5X3
3X8(F1)
**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 T3 2x4 SP 2400f-2.0E +
SP M-31; T4,T5 2x4 SP M-30;
Bot chord 2x4 SP #2 B3,B4 2x4 SP M-30;
Webs 2x4 SP #3 W3 2x4 SP #2;
Plating Notes
(I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 14.67 23.33
BC 94 0.15 11.75
BC 89 11.72 19.00
BC 90 19.00 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1542 /- /- /879 /412 /252
K 1545 /- /- /873 /415 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
K Brg Width = 8.0 Min Req = 1.7
Bearings B & K are a rigid surface.
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1191 -2724
C - D 2026 -4568
D - E 2038 -4483
E - F 2158 -4554
F - G 2227 -4865
Chords Tens. Comp.
G - H 2227 -4866
H - I 1755 -3844
I - J 1729 -3891
J - K 1991 -4705
K - L 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - S 2362 -954
S - R 26 -12
Q - P 3540 -1350
P - O 3507 -1314
Chords Tens. Comp.
O - N 4242 -1692
N - M 4238 -1704
M - K 4218 -1690
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - S 589 -1240
C - Q 1675 -644
S - Q 2654 -1068
E - Q 226 -259
Q - R 78 0
Q - F 1041 -494
Webs Tens. Comp.
F - P 1683 -713
G - P 241 -191
P - H 1743 -762
O - H 372 -89
O - J 370 -702
J - M 188 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.537 G 843 360
VERT(CL): 1.015 G 445 240
HORZ(LL): 0.365 M - -
HORZ(TL): 0.689 M - -
Creep Factor: 2.0
Max TC CSI: 0.654
Max BC CSI: 0.971
Max Web CSI: 0.718
Wgt: 198.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A05
Truss Type
HIPS
Qty
1
Ply
1 3727
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
14'8"8'8"14'8"
11'10"12 7'1"4 19'1'5"9 1'5"9
4"32'9"124'7"17'8"38'3"15A
B
C
D
E
F G H
I
J
K
L
M
NO
P
Q
RS
6
12
3
123X6(A1)
4X4
5X6
3X6
1.5X3
6X8(I)
1.5X4
5X6 1.5X3
H0510
3X4
5X8
H0308
3X6
3X4
1.5X3
3X8(F1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 T4 2x4 SP 2400f-2.0E +
SP M-31; T5 2x4 SP M-30;
Bot chord 2x4 SP M-30 B1 2x4 SP #2;
B4 2x4 SP 2400f-2.0E + SP M-31;
Webs 2x4 SP #3 W3 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 16.67 21.33
BC 95 0.15 11.75
BC 90 11.72 19.00
BC 97 19.00 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1542 /- /- /880 /409 /280
K 1545 /- /- /874 /413 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
K Brg Width = 8.0 Min Req = 1.5
Bearings B & K are a rigid surface.
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1056 -2721
C - D 1741 -4510
D - E 1753 -4425
E - F 1897 -4523
F - G 1443 -3591
Chords Tens. Comp.
G - H 1443 -3592
H - I 1913 -4620
I - J 1877 -4643
J - K 1750 -4715
K - L 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - R 2359 -833
R - Q 29 -11
P - O 3219 -958
Chords Tens. Comp.
O - N 3226 -962
N - M 3207 -972
M - K 4229 -1464
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - R 513 -1217
C - P 1630 -513
R - P 2639 -929
E - P 260 -328
P - Q 78 0
P - F 1262 -605
Webs Tens. Comp.
F - O 883 -253
G - O 97 -42
O - H 920 -240
H - M 1210 -576
M - J 352 -443
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.465 O 972 360
VERT(CL): 0.879 O 514 240
HORZ(LL): 0.314 M - -
HORZ(TL): 0.594 M - -
Creep Factor: 2.0
Max TC CSI: 0.899
Max BC CSI: 0.987
Max Web CSI: 0.773
Wgt: 203.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A06
Truss Type
HIPS
Qty
1
Ply
1 3683
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
16'8"4'8"16'8"
11'10"12 7'1"4 19'1'5"9 1'5"9
4"32'9"124'7"18'8"39'3"15(a)
A
B
C
D
E
F G H
I J
K
L
M
N
O
P
QR
6
12
3
123X6(A1)
4X4
3X10
3X6
1.5X3
5X8
1.5X4
5X6 1.5X3
5X8
5X6
H0308
3X6
4X4
1.5X3
3X8(F1)
**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 T4 2x4 SP 2400f-2.0E +
SP M-31; T5 2x4 SP M-30;
Bot chord 2x4 SP M-30 B1 2x4 SP #2;
B4 2x4 SP 2400f-2.0E + SP M-31;
Webs 2x4 SP #3 W3 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 16.67 21.33
BC 95 0.15 11.75
BC 90 11.72 19.00
BC 97 19.00 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1542 /- /- /880 /409 /280
K 1545 /- /- /874 /413 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
K Brg Width = 8.0 Min Req = 1.5
Bearings B & K are a rigid surface.
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1056 -2721
C - D 1741 -4510
D - E 1753 -4425
E - F 1897 -4523
F - G 1443 -3591
Chords Tens. Comp.
G - H 1443 -3592
H - I 1913 -4620
I - J 1877 -4643
J - K 1750 -4715
K - L 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - R 2359 -833
R - Q 29 -11
P - O 3219 -958
Chords Tens. Comp.
O - N 3226 -962
N - M 3207 -972
M - K 4229 -1464
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - R 513 -1217
C - P 1630 -513
R - P 2639 -929
E - P 260 -328
P - Q 78 0
P - F 1262 -605
Webs Tens. Comp.
F - O 883 -253
G - O 97 -42
O - H 920 -240
H - M 1210 -576
M - J 352 -443
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.465 O 972 360
VERT(CL): 0.879 O 514 240
HORZ(LL): 0.314 M - -
HORZ(TL): 0.594 M - -
Creep Factor: 2.0
Max TC CSI: 0.899
Max BC CSI: 0.987
Max Web CSI: 0.773
Wgt: 203.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A06
Truss Type
HIPS
Qty
1
Ply
1 3683
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
16'8"4'8"16'8"
11'10"12 7'1"4 19'1'5"9 1'5"9
4"32'9"124'7"18'8"39'3"15(a)
A
B
C
D
E
F G H
I J
K
L
M
N
O
P
QR
6
12
3
123X6(A1)
4X4
3X10
3X6
1.5X3
5X8
1.5X4
5X6 1.5X3
5X8
5X6
H0308
3X6
4X4
1.5X3
3X8(F1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 T3,T4 2x4 SP M-30;
Bot chord 2x4 SP M-30 B1 2x4 SP #2;
B4 2x4 SP 2400f-2.0E + SP M-31;
Webs 2x4 SP #3 W3 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
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 97 0.15 11.75
BC 89 11.79 19.00
BC 95 19.00 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1542 /- /- /876 /396 /310
J 1545 /- /- /870 /400 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
J Brg Width = 8.0 Min Req = 1.5
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 881 -2716
C - D 1393 -4517
D - E 1406 -4432
E - F 963 -3240
Chords Tens. Comp.
F - G 981 -3228
G - H 1322 -4269
H - I 1305 -4346
I - J 1493 -4758
J - K 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - Q 2353 -673
Q - P 29 -8
O - N 4105 -1065
Chords Tens. Comp.
N - M 3723 -922
M - L 3704 -930
L - J 4278 -1246
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - Q 418 -1201
C - O 1649 -367
Q - O 2626 -749
O - P 80 0
O - E 432 -76
Webs Tens. Comp.
E - N 580 -1203
N - G 462 -815
F - N 2385 -596
G - L 517 -82
L - I 293 -338
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.471 N 961 360
VERT(CL): 0.890 N 508 240
HORZ(LL): 0.329 L - -
HORZ(TL): 0.622 L - -
Creep Factor: 2.0
Max TC CSI: 0.924
Max BC CSI: 0.987
Max Web CSI: 0.909
Wgt: 193.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A07
Truss Type
HIPS
Qty
1
Ply
1 3684
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
18'8"8"18'8"
11'10"12 7'1"4 19'1'5"9 1'5"9
4"32'9"124'7"19'8"310'3"15(a)
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
PQ
6
12
3
123X6(A1)
4X4
3X10
3X6
H0710(I)
1.5X4
3X4
5X6(R)
6X8
H0308
3X4
3X4
3X6
1.5X3
3X8(F1)
**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 T3,T4 2x4 SP M-30;
Bot chord 2x4 SP M-30 B1 2x4 SP #2;
B4 2x4 SP 2400f-2.0E + SP M-31;
Webs 2x4 SP #3 W3 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
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 97 0.15 11.75
BC 89 11.79 19.00
BC 95 19.00 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1542 /- /- /876 /396 /310
J 1545 /- /- /870 /400 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
J Brg Width = 8.0 Min Req = 1.5
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 881 -2716
C - D 1393 -4517
D - E 1406 -4432
E - F 963 -3240
Chords Tens. Comp.
F - G 981 -3228
G - H 1322 -4269
H - I 1305 -4346
I - J 1493 -4758
J - K 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - Q 2353 -673
Q - P 29 -8
O - N 4105 -1065
Chords Tens. Comp.
N - M 3723 -922
M - L 3704 -930
L - J 4278 -1246
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - Q 418 -1201
C - O 1649 -367
Q - O 2626 -749
O - P 80 0
O - E 432 -76
Webs Tens. Comp.
E - N 580 -1203
N - G 462 -815
F - N 2385 -596
G - L 517 -82
L - I 293 -338
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.471 N 961 360
VERT(CL): 0.890 N 508 240
HORZ(LL): 0.329 L - -
HORZ(TL): 0.622 L - -
Creep Factor: 2.0
Max TC CSI: 0.924
Max BC CSI: 0.987
Max Web CSI: 0.909
Wgt: 193.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A07
Truss Type
HIPS
Qty
1
Ply
1 3684
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
18'8"8"18'8"
11'10"12 7'1"4 19'1'5"9 1'5"9
4"32'9"124'7"19'8"310'3"15(a)
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
PQ
6
12
3
123X6(A1)
4X4
3X10
3X6
H0710(I)
1.5X4
3X4
5X6(R)
6X8
H0308
3X4
3X4
3X6
1.5X3
3X8(F1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 T3,T4 2x4 SP M-30;
Bot chord 2x4 SP M-30 B1 2x4 SP #2;
B4 2x4 SP 2400f-2.0E + SP M-31;
Webs 2x4 SP #3 W3 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
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 95 0.15 11.75
BC 89 11.79 19.00
BC 94 19.00 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1542 /- /- /876 /407 /314
J 1545 /- /- /870 /410 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
J Brg Width = 8.0 Min Req = 1.5
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 905 -2716
C - D 1435 -4517
D - E 1448 -4436
E - F 1011 -3239
Chords Tens. Comp.
F - G 1028 -3227
G - H 1363 -4274
H - I 1346 -4347
I - J 1533 -4760
J - K 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - Q 2353 -692
Q - P 29 -9
O - N 4105 -1103
Chords Tens. Comp.
N - M 3724 -966
M - L 3695 -968
L - J 4279 -1282
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - Q 429 -1201
C - O 1649 -385
Q - O 2626 -770
O - P 80 0
O - E 432 -78
Webs Tens. Comp.
E - N 575 -1205
F - N 2386 -615
N - G 455 -818
G - L 516 -81
L - I 291 -338
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.472 N 957 360
VERT(CL): 0.893 N 506 240
HORZ(LL): 0.331 L - -
HORZ(TL): 0.625 L - -
Creep Factor: 2.0
Max TC CSI: 0.923
Max BC CSI: 0.993
Max Web CSI: 0.909
Wgt: 194.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A08
Truss Type
COMN
Qty
2
Ply
1 3685
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
19'19'
11'10"12 7'1"4 19'1'5"9 1'5"9
4"32'9"124'7"19'10"310'5"15(a)
A
B
C
D
E
F
G
H
I
J
K
LM
N
O
PQ
6
12
3
123X6(A1)
4X4
3X10
3X6
H0710(I)
1.5X4
3X4
5X6
6X8
3X4
H0308
3X4
3X6
1.5X3
3X8(F1)
**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 T3,T4 2x4 SP M-30;
Bot chord 2x4 SP M-30 B1 2x4 SP #2;
B4 2x4 SP 2400f-2.0E + SP M-31;
Webs 2x4 SP #3 W3 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
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 95 0.15 11.75
BC 89 11.79 19.00
BC 94 19.00 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1542 /- /- /876 /407 /314
J 1545 /- /- /870 /410 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
J Brg Width = 8.0 Min Req = 1.5
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 905 -2716
C - D 1435 -4517
D - E 1448 -4436
E - F 1011 -3239
Chords Tens. Comp.
F - G 1028 -3227
G - H 1363 -4274
H - I 1346 -4347
I - J 1533 -4760
J - K 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - Q 2353 -692
Q - P 29 -9
O - N 4105 -1103
Chords Tens. Comp.
N - M 3724 -966
M - L 3695 -968
L - J 4279 -1282
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - Q 429 -1201
C - O 1649 -385
Q - O 2626 -770
O - P 80 0
O - E 432 -78
Webs Tens. Comp.
E - N 575 -1205
F - N 2386 -615
N - G 455 -818
G - L 516 -81
L - I 291 -338
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.472 N 957 360
VERT(CL): 0.893 N 506 240
HORZ(LL): 0.331 L - -
HORZ(TL): 0.625 L - -
Creep Factor: 2.0
Max TC CSI: 0.923
Max BC CSI: 0.993
Max Web CSI: 0.909
Wgt: 194.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A08
Truss Type
COMN
Qty
2
Ply
1 3685
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
19'19'
11'10"12 7'1"4 19'1'5"9 1'5"9
4"32'9"124'7"19'10"310'5"15(a)
A
B
C
D
E
F
G
H
I
J
K
LM
N
O
PQ
6
12
3
123X6(A1)
4X4
3X10
3X6
H0710(I)
1.5X4
3X4
5X6
6X8
3X4
H0308
3X4
3X6
1.5X3
3X8(F1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 M-30
Bot chord 2x4 :SP 2400f-2.0E + SP M-31:
B2 2x4 SP M-30;
Webs 2x4 SP #3
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 120 0.52 19.00
BC 120 19.00 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /870 /199 /314
J 1546 /- /- /870 /199 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 8.0 Min Req = 1.5
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1534 -4756
C - D 1349 -4346
D - E 1366 -4270
E - F 1014 -3228
Chords Tens. Comp.
F - G 1021 -3228
G - H 1360 -4270
H - I 1343 -4346
I - J 1529 -4756
J - K 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - P 4275 -1290
P - O 3714 -981
O - N 3733 -973
Chords Tens. Comp.
N - M 3733 -961
M - L 3714 -969
L - J 4275 -1278
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - P 288 -334
P - E 508 -78
E - N 463 -829
F - N 2437 -645
Webs Tens. Comp.
N - G 463 -829
G - L 508 -76
L - I 288 -334
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.520 N 870 360
VERT(CL): 0.984 N 459 240
HORZ(LL): 0.373 L - -
HORZ(TL): 0.707 L - -
Creep Factor: 2.0
Max TC CSI: 0.680
Max BC CSI: 0.804
Max Web CSI: 0.929
Wgt: 175.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A09
Truss Type
COMN
Qty
4
Ply
1 3686
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
19'19'
19'19'1'5"9 1'5"9
4"34'7"19'10"310'5"15A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
6
12
3
12
3X8(F1)
1.5X3
3X6
3X4
3X4
H0308
5X6
6X8
H0308
3X4
3X4
3X6
1.5X3
3X8(F1)
**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 M-30
Bot chord 2x4 :SP 2400f-2.0E + SP M-31:
B2 2x4 SP M-30;
Webs 2x4 SP #3
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 120 0.52 19.00
BC 120 19.00 37.48
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /870 /199 /314
J 1546 /- /- /870 /199 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 8.0 Min Req = 1.5
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1534 -4756
C - D 1349 -4346
D - E 1366 -4270
E - F 1014 -3228
Chords Tens. Comp.
F - G 1021 -3228
G - H 1360 -4270
H - I 1343 -4346
I - J 1529 -4756
J - K 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - P 4275 -1290
P - O 3714 -981
O - N 3733 -973
Chords Tens. Comp.
N - M 3733 -961
M - L 3714 -969
L - J 4275 -1278
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - P 288 -334
P - E 508 -78
E - N 463 -829
F - N 2437 -645
Webs Tens. Comp.
N - G 463 -829
G - L 508 -76
L - I 288 -334
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.520 N 870 360
VERT(CL): 0.984 N 459 240
HORZ(LL): 0.373 L - -
HORZ(TL): 0.707 L - -
Creep Factor: 2.0
Max TC CSI: 0.680
Max BC CSI: 0.804
Max Web CSI: 0.929
Wgt: 175.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A09
Truss Type
COMN
Qty
4
Ply
1 3686
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
19'19'
19'19'1'5"9 1'5"9
4"34'7"19'10"310'5"15A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
6
12
3
12
3X8(F1)
1.5X3
3X6
3X4
3X4
H0308
5X6
6X8
H0308
3X4
3X4
3X6
1.5X3
3X8(F1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 M-30 T3 2x4 SP #2;
Bot chord 2x4 SP M-30 B1 2x4 SP 2400f-2.0E +
SP M-31; B4 2x4 SP #2;
Webs 2x4 SP #3 W7 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
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 120 0.52 19.00
BC 101 19.00 27.22
BC 120 27.26 37.85
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1545 /- /- /870 /199 /314
J 1542 /- /- /875 /195 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 8.0 Min Req = 1.8
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1541 -4761
C - D 1351 -4345
D - E 1369 -4272
E - F 1024 -3237
Chords Tens. Comp.
F - G 1015 -3268
G - H 1513 -4612
H - I 1505 -4707
I - J 902 -2723
J - K 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - Q 4280 -1296
Q - P 3692 -977
P - O 3721 -975
Chords Tens. Comp.
O - M 4303 -1182
N - L 33 -11
L - J 2361 -688
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - Q 293 -342
Q - E 511 -87
E - O 445 -800
F - O 2357 -597
O - G 651 -1368
Webs Tens. Comp.
G - M 421 -56
M - N 74 0
M - L 2639 -765
M - I 1829 -465
L - I 429 -1239
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.470 O 963 360
VERT(CL): 0.888 O 509 240
HORZ(LL): 0.328 L - -
HORZ(TL): 0.620 L - -
Creep Factor: 2.0
Max TC CSI: 0.687
Max BC CSI: 0.810
Max Web CSI: 0.898
Wgt: 194.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A10
Truss Type
COMN
Qty
3
Ply
1 3687
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
19'19'
19'8'1"6 10'10"101'5"9 1'5"9
4"34'7"12'6"129'10"310'5"15(a)
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
PQ
6
12
3
12
3X8(F1)
1.5X3
3X6
3X4
H0308
3X4
5X6
6X8
3X4
H0710(I)
1.5X4
3X6
3X10
4X4
3X6(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 M-30 T3 2x4 SP #2;
Bot chord 2x4 SP M-30 B1 2x4 SP 2400f-2.0E +
SP M-31; B4 2x4 SP #2;
Webs 2x4 SP #3 W7 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
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 120 0.52 19.00
BC 101 19.00 27.22
BC 120 27.26 37.85
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1545 /- /- /870 /199 /314
J 1542 /- /- /875 /195 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 8.0 Min Req = 1.8
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1541 -4761
C - D 1351 -4345
D - E 1369 -4272
E - F 1024 -3237
Chords Tens. Comp.
F - G 1015 -3268
G - H 1513 -4612
H - I 1505 -4707
I - J 902 -2723
J - K 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - Q 4280 -1296
Q - P 3692 -977
P - O 3721 -975
Chords Tens. Comp.
O - M 4303 -1182
N - L 33 -11
L - J 2361 -688
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - Q 293 -342
Q - E 511 -87
E - O 445 -800
F - O 2357 -597
O - G 651 -1368
Webs Tens. Comp.
G - M 421 -56
M - N 74 0
M - L 2639 -765
M - I 1829 -465
L - I 429 -1239
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.470 O 963 360
VERT(CL): 0.888 O 509 240
HORZ(LL): 0.328 L - -
HORZ(TL): 0.620 L - -
Creep Factor: 2.0
Max TC CSI: 0.687
Max BC CSI: 0.810
Max Web CSI: 0.898
Wgt: 194.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A10
Truss Type
COMN
Qty
3
Ply
1 3687
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
19'19'
19'8'1"6 10'10"101'5"9 1'5"9
4"34'7"12'6"129'10"310'5"15(a)
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
PQ
6
12
3
12
3X8(F1)
1.5X3
3X6
3X4
H0308
3X4
5X6
6X8
3X4
H0710(I)
1.5X4
3X6
3X10
4X4
3X6(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 B2 2x4 SP M-30;
Webs 2x4 SP #3 W3 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 17.67 20.33
BC 120 0.15 11.78
BC 104 11.82 20.27
BC 75 19.11 37.85
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1540 /- /- /877 /199 /295
K 1540 /- /- /876 /199 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
K Brg Width = 8.0 Min Req = 1.8
Bearings B & K are a rigid surface.
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 991 -2715
C - D 1607 -4497
D - E 1624 -4438
E - F 1234 -3364
F - G 1311 -3514
Chords Tens. Comp.
G - H 1379 -3982
H - I 982 -2394
I - J 962 -2442
J - K 1014 -2692
K - L 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - W 2352 -775
W - V 29 -9
U - T 4070 -1258
T - R 3057 -766
S - Q 1 -2
Chords Tens. Comp.
R - P 3076 -776
Q - O 7 -3
O - N 1976 -603
N - M 1976 -603
M - K 2336 -788
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - W 477 -1203
C - U 1627 -456
W - U 2628 -864
U - V 80 0
U - E 452 -102
E - T 515 -1082
F - T 388 -147
F - P 1035 -305
Webs Tens. Comp.
S - R 65 -36
P - Q 109 -31
P - G 1511 -465
P - O 2568 -781
P - H 1581 -280
O - H 532 -1624
H - M 352 -97
M - J 218 -330
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.381 P 999 360
VERT(CL): 0.719 P 629 240
HORZ(LL): 0.251 M - -
HORZ(TL): 0.474 M - -
Creep Factor: 2.0
Max TC CSI: 0.618
Max BC CSI: 0.768
Max Web CSI: 0.978
Wgt: 246.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A11
Truss Type
HIPS
Qty
1
Ply
1 3688
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
17'8"1 2'7"14 17'8"1
11'11"2 0"2 7'2"2 18'10"101'5"9 1'5"9
4"32'9"144'10"39'2"39'9"15(a)
(a)
A
B
C
D
E
F G
H
I
J
K
L
MNO
P
Q
R
S
T
U
VW
6
12
3
123X6(A1)
4X4
3X10
3X6
H0510(I)
1.5X4
3X4
6X6
3X4
1.5X4
1.5X3
6X8
1.5X3
5X6
5X6
4X8
3X6 3X4
3X6
1.5X3
3X6(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 B2 2x4 SP M-30;
Webs 2x4 SP #3 W3 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 17.67 20.33
BC 120 0.15 11.78
BC 104 11.82 20.27
BC 75 19.11 37.85
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1540 /- /- /877 /199 /295
K 1540 /- /- /876 /199 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
K Brg Width = 8.0 Min Req = 1.8
Bearings B & K are a rigid surface.
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 991 -2715
C - D 1607 -4497
D - E 1624 -4438
E - F 1234 -3364
F - G 1311 -3514
Chords Tens. Comp.
G - H 1379 -3982
H - I 982 -2394
I - J 962 -2442
J - K 1014 -2692
K - L 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - W 2352 -775
W - V 29 -9
U - T 4070 -1258
T - R 3057 -766
S - Q 1 -2
Chords Tens. Comp.
R - P 3076 -776
Q - O 7 -3
O - N 1976 -603
N - M 1976 -603
M - K 2336 -788
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - W 477 -1203
C - U 1627 -456
W - U 2628 -864
U - V 80 0
U - E 452 -102
E - T 515 -1082
F - T 388 -147
F - P 1035 -305
Webs Tens. Comp.
S - R 65 -36
P - Q 109 -31
P - G 1511 -465
P - O 2568 -781
P - H 1581 -280
O - H 532 -1624
H - M 352 -97
M - J 218 -330
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.381 P 999 360
VERT(CL): 0.719 P 629 240
HORZ(LL): 0.251 M - -
HORZ(TL): 0.474 M - -
Creep Factor: 2.0
Max TC CSI: 0.618
Max BC CSI: 0.768
Max Web CSI: 0.978
Wgt: 246.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A11
Truss Type
HIPS
Qty
1
Ply
1 3688
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
17'8"1 2'7"14 17'8"1
11'11"2 0"2 7'2"2 18'10"101'5"9 1'5"9
4"32'9"144'10"39'2"39'9"15(a)
(a)
A
B
C
D
E
F G
H
I
J
K
L
MNO
P
Q
R
S
T
U
VW
6
12
3
123X6(A1)
4X4
3X10
3X6
H0510(I)
1.5X4
3X4
6X6
3X4
1.5X4
1.5X3
6X8
1.5X3
5X6
5X6
4X8
3X6 3X4
3X6
1.5X3
3X6(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 B2 2x4 SP M-30;
Webs 2x4 SP #3 W3,W8,W9 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 15.67 22.33
BC 120 0.15 11.78
BC 93 11.75 19.26
BC 120 19.26 37.85
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1540 /- /- /878 /216 /266
K 1539 /- /- /877 /216 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
K Brg Width = 8.0 Min Req = 1.8
Bearings B & K are a rigid surface.
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1125 -2718
C - D 1888 -4559
D - E 1908 -4525
E - F 2038 -4559
F - G 1931 -4516
Chords Tens. Comp.
G - H 1927 -4493
H - I 994 -1962
I - J 963 -1998
J - K 1118 -2657
K - L 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - T 2356 -895
T - S 26 -12
R - P 3497 -1212
Q - O 12 -6
Chords Tens. Comp.
O - N 2284 -865
N - M 2284 -865
M - K 2286 -864
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - T 556 -1237
C - R 1674 -588
T - R 2649 -1002
E - R 240 -291
R - S 78 0
R - F 1025 -486
F - P 1474 -548
Webs Tens. Comp.
G - P 144 -82
P - Q 6 0
P - O 3180 -1070
P - H 3974 -1393
O - H 811 -2313
O - J 337 -683
J - M 278 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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): 0.448 G 999 360
VERT(CL): 0.845 G 535 240
HORZ(LL): 0.298 M - -
HORZ(TL): 0.562 M - -
Creep Factor: 2.0
Max TC CSI: 0.896
Max BC CSI: 0.988
Max Web CSI: 0.897
Wgt: 226.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A12
Truss Type
HIPS
Qty
1
Ply
1 3689
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
15'8"1 6'7"14 15'8"1
11'11"2 7'2"4 18'10"101'5"9 1'5"9
4"32'9"144'7"78'2"38'9"15(a)
(a)
A
B
C D
E
F G H
I
J
K
L
MNO
P
Q
R
ST
6
12
3
123X6(A1)
4X4
5X6
3X6
1.5X3
5X10
1.5X4
5X6 1.5X3
10X10
1.5X3 7X8(R)
6X10
3X6
3X6
3X4
1.5X3
3X6(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 B2 2x4 SP M-30;
Webs 2x4 SP #3 W3,W8,W9 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 15.67 22.33
BC 120 0.15 11.78
BC 93 11.75 19.26
BC 120 19.26 37.85
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1540 /- /- /878 /216 /266
K 1539 /- /- /877 /216 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
K Brg Width = 8.0 Min Req = 1.8
Bearings B & K are a rigid surface.
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1125 -2718
C - D 1888 -4559
D - E 1908 -4525
E - F 2038 -4559
F - G 1931 -4516
Chords Tens. Comp.
G - H 1927 -4493
H - I 994 -1962
I - J 963 -1998
J - K 1118 -2657
K - L 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - T 2356 -895
T - S 26 -12
R - P 3497 -1212
Q - O 12 -6
Chords Tens. Comp.
O - N 2284 -865
N - M 2284 -865
M - K 2286 -864
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - T 556 -1237
C - R 1674 -588
T - R 2649 -1002
E - R 240 -291
R - S 78 0
R - F 1025 -486
F - P 1474 -548
Webs Tens. Comp.
G - P 144 -82
P - Q 6 0
P - O 3180 -1070
P - H 3974 -1393
O - H 811 -2313
O - J 337 -683
J - M 278 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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): 0.448 G 999 360
VERT(CL): 0.845 G 535 240
HORZ(LL): 0.298 M - -
HORZ(TL): 0.562 M - -
Creep Factor: 2.0
Max TC CSI: 0.896
Max BC CSI: 0.988
Max Web CSI: 0.897
Wgt: 226.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A12
Truss Type
HIPS
Qty
1
Ply
1 3689
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
15'8"1 6'7"14 15'8"1
11'11"2 7'2"4 18'10"101'5"9 1'5"9
4"32'9"144'7"78'2"38'9"15(a)
(a)
A
B
C D
E
F G H
I
J
K
L
MNO
P
Q
R
ST
6
12
3
123X6(A1)
4X4
5X6
3X6
1.5X3
5X10
1.5X4
5X6 1.5X3
10X10
1.5X3 7X8(R)
6X10
3X6
3X6
3X4
1.5X3
3X6(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 T4 2x4 SP M-30;
Bot chord 2x4 SP #2 B2 2x6 SP 2400f-2.0E;
Webs 2x4 SP #3 W3,W6,W9 2x4 SP #2;
W11 2x4 SP M-30;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 17.33 24.33
BC 120 0.15 11.78
BC 91 11.75 19.16
BC 120 19.26 37.85
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1540 /- /- /874 /211 /264
L 1539 /- /- /872 /222 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
L Brg Width = 8.0 Min Req = 1.8
Bearings B & L are a rigid surface.
Bearings B & L require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1157 -2718
C - D 1958 -4614
D - E 1979 -4581
E - F 2104 -4593
F - G 2673 -5977
Chords Tens. Comp.
G - H 2301 -5174
H - I 2915 -6623
I - J 1072 -2112
J - K 1046 -2145
K - L 1163 -2688
L - M 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - V 2357 -909
V - U 34 -14
T - S 3427 -1201
S - Q 6972 -2707
Chords Tens. Comp.
R - P 27 -10
P - O 2320 -916
O - N 2320 -916
N - L 2322 -915
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - V 570 -1251
C - T 1721 -623
V - T 2649 -1019
E - T 230 -260
T - U 78 0
T - F 1160 -565
F - S 4035 -1716
G - S 1177 -2636
Webs Tens. Comp.
S - H 1168 -2725
H - Q 2122 -764
Q - R 63 0
Q - P 2476 -904
Q - I 5170 -2052
P - I 551 -1360
P - K 280 -555
K - N 231 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.621 Q 729 360
VERT(CL): 1.170 Q 386 240
HORZ(LL): 0.366 N - -
HORZ(TL): 0.690 N - -
Creep Factor: 2.0
Max TC CSI: 0.737
Max BC CSI: 0.937
Max Web CSI: 0.943
Wgt: 233.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A13
Truss Type
SPEC
Qty
1
Ply
1 3690
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
15'6"1'10"6'11"15 13'8"1
11'11"2 7'2"4 18'10"101'5"9 1'5"9
4"3 7'2"32'9"144'7"78'1"38'8"15(a)
A
B
C D
E
F
G H I
J
K
L
M
NOP
Q
R
S
T
UV
6
12
3
123X6(A1)
4X4
3X10
3X6
1.5X3
7X8
1.5X4
7X6 7X6
8X10(R)
4X6(R)
H1014
1.5X3 6X8
8X14
3X6
3X6
3X4
1.5X3
3X6(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 T4 2x4 SP M-30;
Bot chord 2x4 SP #2 B2 2x6 SP 2400f-2.0E;
Webs 2x4 SP #3 W3,W6,W9 2x4 SP #2;
W11 2x4 SP M-30;
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 17.33 24.33
BC 120 0.15 11.78
BC 91 11.75 19.16
BC 120 19.26 37.85
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1540 /- /- /874 /211 /264
L 1539 /- /- /872 /222 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
L Brg Width = 8.0 Min Req = 1.8
Bearings B & L are a rigid surface.
Bearings B & L require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 1157 -2718
C - D 1958 -4614
D - E 1979 -4581
E - F 2104 -4593
F - G 2673 -5977
Chords Tens. Comp.
G - H 2301 -5174
H - I 2915 -6623
I - J 1072 -2112
J - K 1046 -2145
K - L 1163 -2688
L - M 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - V 2357 -909
V - U 34 -14
T - S 3427 -1201
S - Q 6972 -2707
Chords Tens. Comp.
R - P 27 -10
P - O 2320 -916
O - N 2320 -916
N - L 2322 -915
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - V 570 -1251
C - T 1721 -623
V - T 2649 -1019
E - T 230 -260
T - U 78 0
T - F 1160 -565
F - S 4035 -1716
G - S 1177 -2636
Webs Tens. Comp.
S - H 1168 -2725
H - Q 2122 -764
Q - R 63 0
Q - P 2476 -904
Q - I 5170 -2052
P - I 551 -1360
P - K 280 -555
K - N 231 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00 ft
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.621 Q 729 360
VERT(CL): 1.170 Q 386 240
HORZ(LL): 0.366 N - -
HORZ(TL): 0.690 N - -
Creep Factor: 2.0
Max TC CSI: 0.737
Max BC CSI: 0.937
Max Web CSI: 0.943
Wgt: 233.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
A13
Truss Type
SPEC
Qty
1
Ply
1 3690
02/24/2021
38'
SEAT PLATE REQ.SEAT PLATE REQ.
15'6"1'10"6'11"15 13'8"1
11'11"2 7'2"4 18'10"101'5"9 1'5"9
4"3 7'2"32'9"144'7"78'1"38'8"15(a)
A
B
C D
E
F
G H I
J
K
L
M
NOP
Q
R
S
T
UV
6
12
3
123X6(A1)
4X4
3X10
3X6
1.5X3
7X8
1.5X4
7X6 7X6
8X10(R)
4X6(R)
H1014
1.5X3 6X8
8X14
3X6
3X6
3X4
1.5X3
3X6(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 T2 2x4 SP M-30;
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -1.46 to 62 plf at 7.00
TC: From 31 plf at 7.00 to 31 plf at 12.33
TC: From 62 plf at 12.33 to 62 plf at 18.98
BC: From 14 plf at 0.00 to 14 plf at 7.03
BC: From 7 plf at 7.03 to 7 plf at 12.30
BC: From 14 plf at 12.30 to 14 plf at 18.98
TC: 254 lb Conc. Load at 7.03
TC: 186 lb Conc. Load at 9.06,10.27
TC: 255 lb Conc. Load at 12.30
BC: 442 lb Conc. Load at 7.03
BC: 111 lb Conc. Load at 9.06,10.27
BC: 448 lb Conc. Load at 12.30
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 12.33
BC 74 0.15 18.79
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1697 /- /- /- /818 /-
E 1629 /- /- /- /772 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
E Brg Width = 3.8 Min Req = 1.9
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 -25
B - C 1477 -3041
Chords Tens. Comp.
C - D 1248 -2615
D - E 1451 -2975
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - H 2638 -1270
H - G 2664 -1274
Chords Tens. Comp.
G - F 2664 -1274
F - E 2566 -1242
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - H 618 -96
C - F 31 -60
Webs Tens. Comp.
F - D 601 -84
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.107 F 999 360
VERT(CL): 0.199 F 999 240
HORZ(LL): 0.050 F - -
HORZ(TL): 0.093 F - -
Creep Factor: 2.0
Max TC CSI: 0.898
Max BC CSI: 0.994
Max Web CSI: 0.235
Wgt: 79.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
B01
Truss Type
HIPS
Qty
1
Ply
1 3731
02/24/2021
18'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
7'5'4"6'7"12
1'5"9
4"3 6"53'10"34'5"15A
B
C D
E
FGH
6
12
4X6(A2)
5X8
2X4 H0308 3X4
5X6
4X6(B2)
7'0"6
442#
254#
2'0"6
111#
186#
1'2"8
111#
186#
2'0"6
448#
255#
6'8"2
**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 T2 2x4 SP M-30;
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -1.46 to 62 plf at 7.00
TC: From 31 plf at 7.00 to 31 plf at 12.33
TC: From 62 plf at 12.33 to 62 plf at 18.98
BC: From 14 plf at 0.00 to 14 plf at 7.03
BC: From 7 plf at 7.03 to 7 plf at 12.30
BC: From 14 plf at 12.30 to 14 plf at 18.98
TC: 254 lb Conc. Load at 7.03
TC: 186 lb Conc. Load at 9.06,10.27
TC: 255 lb Conc. Load at 12.30
BC: 442 lb Conc. Load at 7.03
BC: 111 lb Conc. Load at 9.06,10.27
BC: 448 lb Conc. Load at 12.30
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 12.33
BC 74 0.15 18.79
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1697 /- /- /- /818 /-
E 1629 /- /- /- /772 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
E Brg Width = 3.8 Min Req = 1.9
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 -25
B - C 1477 -3041
Chords Tens. Comp.
C - D 1248 -2615
D - E 1451 -2975
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - H 2638 -1270
H - G 2664 -1274
Chords Tens. Comp.
G - F 2664 -1274
F - E 2566 -1242
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - H 618 -96
C - F 31 -60
Webs Tens. Comp.
F - D 601 -84
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.107 F 999 360
VERT(CL): 0.199 F 999 240
HORZ(LL): 0.050 F - -
HORZ(TL): 0.093 F - -
Creep Factor: 2.0
Max TC CSI: 0.898
Max BC CSI: 0.994
Max Web CSI: 0.235
Wgt: 79.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
B01
Truss Type
HIPS
Qty
1
Ply
1 3731
02/24/2021
18'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
7'5'4"6'7"12
1'5"9
4"3 6"53'10"34'5"15A
B
C D
E
FGH
6
12
4X6(A2)
5X8
2X4 H0308 3X4
5X6
4X6(B2)
7'0"6
442#
254#
2'0"6
111#
186#
1'2"8
111#
186#
2'0"6
448#
255#
6'8"2
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 M-30 T2 2x4 SP #2;
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 10.33
BC 83 0.15 18.79
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 818 /- /- /470 /358 /142
E 719 /- /- /353 /303 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.8 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 559 -1030
Chords Tens. Comp.
C - D 605 -824
D - E 564 -1033
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - G 821 -374
G - F 824 -373
Chords Tens. Comp.
F - E 821 -373
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - G 237 -90
Webs Tens. Comp.
F - D 237 -73
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.028 G 999 360
VERT(CL): 0.072 G 999 240
HORZ(LL): 0.016 G - -
HORZ(TL): 0.040 G - -
Creep Factor: 2.0
Max TC CSI: 0.723
Max BC CSI: 0.968
Max Web CSI: 0.090
Wgt: 75.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
B02
Truss Type
HIPS
Qty
1
Ply
1 3691
02/24/2021
18'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
9'1'4"8'7"12
1'5"9
4"3 6"54'10"35'5"15A
B
C D
E
FG
6
12
2X4(A1)
5X6(R)
5X6 1.5X3
5X6(R)
3X4(B1)
**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 M-30 T2 2x4 SP #2;
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 10.33
BC 83 0.15 18.79
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 818 /- /- /470 /358 /142
E 719 /- /- /353 /303 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.8 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 559 -1030
Chords Tens. Comp.
C - D 605 -824
D - E 564 -1033
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - G 821 -374
G - F 824 -373
Chords Tens. Comp.
F - E 821 -373
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - G 237 -90
Webs Tens. Comp.
F - D 237 -73
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.028 G 999 360
VERT(CL): 0.072 G 999 240
HORZ(LL): 0.016 G - -
HORZ(TL): 0.040 G - -
Creep Factor: 2.0
Max TC CSI: 0.723
Max BC CSI: 0.968
Max Web CSI: 0.090
Wgt: 75.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
B02
Truss Type
HIPS
Qty
1
Ply
1 3691
02/24/2021
18'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
9'1'4"8'7"12
1'5"9
4"3 6"54'10"35'5"15A
B
C D
E
FG
6
12
2X4(A1)
5X6(R)
5X6 1.5X3
5X6(R)
3X4(B1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 110 0.15 18.79
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 818 /- /- /468 /357 /151
F 719 /- /- /377 /302 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.8 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 580 -1301
C - D 703 -1287
Chords Tens. Comp.
D - E 684 -1230
E - F 565 -1251
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - I 1114 -482
I - H 693 -261
Chords Tens. Comp.
H - G 693 -261
G - F 1062 -447
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - I 267 -253
I - D 547 -266
Webs Tens. Comp.
D - G 483 -248
G - E 263 -235
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.047 G 999 360
VERT(CL): 0.088 G 999 240
HORZ(LL): 0.019 G - -
HORZ(TL): 0.036 G - -
Creep Factor: 2.0
Max TC CSI: 0.362
Max BC CSI: 0.975
Max Web CSI: 0.258
Wgt: 88.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
B03
Truss Type
SPEC
Qty
2
Ply
1 3692
02/24/2021
18'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
9'8"9'3"12
1'5"9
4"3 6"55'2"35'9"15A
B
C
D
E
F
GHI
6
12
3X4(A1)
1.5X3
3X4 3X4
4X4
3X4
1.5X3
3X4(B1)
**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
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 110 0.15 18.79
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 818 /- /- /468 /357 /151
F 719 /- /- /377 /302 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.8 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 580 -1301
C - D 703 -1287
Chords Tens. Comp.
D - E 684 -1230
E - F 565 -1251
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - I 1114 -482
I - H 693 -261
Chords Tens. Comp.
H - G 693 -261
G - F 1062 -447
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - I 267 -253
I - D 547 -266
Webs Tens. Comp.
D - G 483 -248
G - E 263 -235
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.047 G 999 360
VERT(CL): 0.088 G 999 240
HORZ(LL): 0.019 G - -
HORZ(TL): 0.036 G - -
Creep Factor: 2.0
Max TC CSI: 0.362
Max BC CSI: 0.975
Max Web CSI: 0.258
Wgt: 88.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
B03
Truss Type
SPEC
Qty
2
Ply
1 3692
02/24/2021
18'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
9'8"9'3"12
1'5"9
4"3 6"55'2"35'9"15A
B
C
D
E
F
GHI
6
12
3X4(A1)
1.5X3
3X4 3X4
4X4
3X4
1.5X3
3X4(B1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 T2 2x4 SP M-30;
Bot chord 2x6 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -1.46 to 62 plf at 7.00
TC: From 31 plf at 7.00 to 31 plf at 11.98
BC: From 14 plf at 0.00 to 14 plf at 7.03
BC: From 7 plf at 7.03 to 7 plf at 11.98
TC: 409 lb Conc. Load at 7.03
TC: 186 lb Conc. Load at 9.06,11.06
BC: 582 lb Conc. Load at 7.03
BC: 111 lb Conc. Load at 9.06,11.06
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 11.98
BC 102 0.15 11.98
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 and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1027 /- /- /- /499 /-
E 1370 /- /- /- /670 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.8 Min Req = 1.6
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 -25
B - C 765 -1573
Chords Tens. Comp.
C - D 12 -18
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 1317 -626
Chords Tens. Comp.
F - E 1351 -632
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 806 -148
C - E 756 -1625
Webs Tens. Comp.
D - E 249 -318
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.029 F 999 360
VERT(CL): 0.053 F 999 240
HORZ(LL): 0.009 E - -
HORZ(TL): 0.017 E - -
Creep Factor: 2.0
Max TC CSI: 0.769
Max BC CSI: 0.983
Max Web CSI: 0.385
Wgt: 65.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
C01
Truss Type
HIPM
Qty
1
Ply
1 3722
02/24/2021
11'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
7'4'11"12
1'5"9
4"3 3'10"34'5"15(a)
A
B
C D
EF
6
12
3X4(A1)
6X6
3X6
3X6
3X10(R)
7'0"6
582#
409#
2'0"6
111#
186#
2'
111#
186#
11"
**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 T2 2x4 SP M-30;
Bot chord 2x6 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -1.46 to 62 plf at 7.00
TC: From 31 plf at 7.00 to 31 plf at 11.98
BC: From 14 plf at 0.00 to 14 plf at 7.03
BC: From 7 plf at 7.03 to 7 plf at 11.98
TC: 409 lb Conc. Load at 7.03
TC: 186 lb Conc. Load at 9.06,11.06
BC: 582 lb Conc. Load at 7.03
BC: 111 lb Conc. Load at 9.06,11.06
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 11.98
BC 102 0.15 11.98
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 and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1027 /- /- /- /499 /-
E 1370 /- /- /- /670 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.8 Min Req = 1.6
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 -25
B - C 765 -1573
Chords Tens. Comp.
C - D 12 -18
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 1317 -626
Chords Tens. Comp.
F - E 1351 -632
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 806 -148
C - E 756 -1625
Webs Tens. Comp.
D - E 249 -318
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.029 F 999 360
VERT(CL): 0.053 F 999 240
HORZ(LL): 0.009 E - -
HORZ(TL): 0.017 E - -
Creep Factor: 2.0
Max TC CSI: 0.769
Max BC CSI: 0.983
Max Web CSI: 0.385
Wgt: 65.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
C01
Truss Type
HIPM
Qty
1
Ply
1 3722
02/24/2021
11'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
7'4'11"12
1'5"9
4"3 3'10"34'5"15(a)
A
B
C D
EF
6
12
3X4(A1)
6X6
3X6
3X6
3X10(R)
7'0"6
582#
409#
2'0"6
111#
186#
2'
111#
186#
11"
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 M-30 T2 2x4 SP #2;
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 11.98
BC 108 0.15 11.98
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 556 /- /- /366 /203 /265
E 446 /- /- /256 /236 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.8 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 126 -416
Chords Tens. Comp.
C - D 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 256 -217
Chords Tens. Comp.
F - E 262 -218
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 314 -17
C - E 397 -478
Webs Tens. Comp.
D - E 160 -92
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.039 F 999 360
VERT(CL): 0.072 F 999 240
HORZ(LL): 0.025 F - -
HORZ(TL): 0.046 F - -
Creep Factor: 2.0
Max TC CSI: 0.684
Max BC CSI: 0.991
Max Web CSI: 0.255
Wgt: 58.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
C02
Truss Type
HIPM
Qty
1
Ply
1 3693
02/24/2021
11'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
9'2'11"12
1'5"9
4"3 4'10"35'5"15A
B
C D
EF
6
12
2X4(A1)
5X6
1.5X3
1.5X3
3X6(R)
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional 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 M-30 T2 2x4 SP #2;
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 11.98
BC 108 0.15 11.98
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 556 /- /- /366 /203 /265
E 446 /- /- /256 /236 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.8 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 126 -416
Chords Tens. Comp.
C - D 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 256 -217
Chords Tens. Comp.
F - E 262 -218
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 314 -17
C - E 397 -478
Webs Tens. Comp.
D - E 160 -92
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.039 F 999 360
VERT(CL): 0.072 F 999 240
HORZ(LL): 0.025 F - -
HORZ(TL): 0.046 F - -
Creep Factor: 2.0
Max TC CSI: 0.684
Max BC CSI: 0.991
Max Web CSI: 0.255
Wgt: 58.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
C02
Truss Type
HIPM
Qty
1
Ply
1 3693
02/24/2021
11'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
9'2'11"12
1'5"9
4"3 4'10"35'5"15A
B
C D
EF
6
12
2X4(A1)
5X6
1.5X3
1.5X3
3X6(R)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 119 0.15 11.98
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 556 /- /- /363 /168 /343
E 446 /- /- /299 /267 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.8 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 140 -625
Chords Tens. Comp.
C - D 60 -105
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 495 -399
Chords Tens. Comp.
F - E 493 -400
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
F - C 238 0
C - E 461 -567
Webs Tens. Comp.
D - E 171 -135
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.011 F 999 360
VERT(CL): 0.020 F 999 240
HORZ(LL): 0.005 E - -
HORZ(TL): 0.009 E - -
Creep Factor: 2.0
Max TC CSI: 0.568
Max BC CSI: 0.974
Max Web CSI: 0.443
Wgt: 61.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
C03
Truss Type
MONO
Qty
2
Ply
1 3694
02/24/2021
11'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
1'5"9
4"3 6'4"16'11"13A
B
C
D
EF
6
12
2X4(A1)
1.5X3
3X4
1.5X4
3X6(R)
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional 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
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 119 0.15 11.98
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 556 /- /- /363 /168 /343
E 446 /- /- /299 /267 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.8 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 140 -625
Chords Tens. Comp.
C - D 60 -105
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 495 -399
Chords Tens. Comp.
F - E 493 -400
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
F - C 238 0
C - E 461 -567
Webs Tens. Comp.
D - E 171 -135
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.011 F 999 360
VERT(CL): 0.020 F 999 240
HORZ(LL): 0.005 E - -
HORZ(TL): 0.009 E - -
Creep Factor: 2.0
Max TC CSI: 0.568
Max BC CSI: 0.974
Max Web CSI: 0.443
Wgt: 61.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
C03
Truss Type
MONO
Qty
2
Ply
1 3694
02/24/2021
11'11"12
SEAT PLATE REQ.SEAT PLATE REQ.
1'5"9
4"3 6'4"16'11"13A
B
C
D
EF
6
12
2X4(A1)
1.5X3
3X4
1.5X4
3X6(R)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 9.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed
8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or
notched, unless specified otherwise.
Bottom chord checked for 10.00 psf non-concurrent live load.
Wind
Wind loads based on MWFRS with additional C&C member design.
End verticals not exposed to wind pressure.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
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
R 938 /- /- /569 /572 /202
N 938 /- /- /466 /570 /-
Wind reactions based on MWFRS
R Brg Width = 3.5 Min Req = 1.5
N Brg Width = 3.5 Min Req = 1.5
Bearings R & N are a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 82 0
B - C 104 -19
C - D 115 0
D - E 314 -87
E - F 402 -72
Chords Tens. Comp.
F - G 401 -73
G - H 306 -83
H - I 115 0
I - J 102 -18
J - K 82 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
T - S 55 -30
S - R 53 -29
R - Q 177 -113
Q - P 177 -113
Chords Tens. Comp.
P - O 177 -113
O - N 177 -113
N - M 55 -30
M - L 57 -31
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - T 275 -156
D - R 556 -406
R - U 80 -238
V - F 57 -245
Webs Tens. Comp.
F - W 117 -245
X - N 150 -245
N - H 547 -406
J - L 275 -156
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp.
C - S 56 -58
U - Q 237 -165
E - V 241 -160
P - F 100 -88
Gables Tens. Comp.
W - G 229 -160
O - X 214 -165
M - I 59 -62
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: > 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.056 B 283 360
VERT(CL): 0.058 J 275 240
HORZ(LL): 0.031 J - -
HORZ(TL): 0.033 J - -
Creep Factor: 2.0
Max TC CSI: 0.507
Max BC CSI: 0.441
Max Web CSI: 0.299
Wgt: 92.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
E01
Truss Type
GABL
Qty
1
Ply
1 3695
02/24/2021
1'0"8 6'11"1'0"8
4'6"4'6"
9'1'5"9 1'5"92'6"34'9"3A
B C
D
E
F
G
H
I J
K
LMNOPQRST
U
V W
X
6
12
2X4
1.5X4 3X4
4X8(R1)
3X4
2X4
2X4
**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
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 9.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed
8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or
notched, unless specified otherwise.
Bottom chord checked for 10.00 psf non-concurrent live load.
Wind
Wind loads based on MWFRS with additional C&C member design.
End verticals not exposed to wind pressure.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
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
R 938 /- /- /569 /572 /202
N 938 /- /- /466 /570 /-
Wind reactions based on MWFRS
R Brg Width = 3.5 Min Req = 1.5
N Brg Width = 3.5 Min Req = 1.5
Bearings R & N are a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 82 0
B - C 104 -19
C - D 115 0
D - E 314 -87
E - F 402 -72
Chords Tens. Comp.
F - G 401 -73
G - H 306 -83
H - I 115 0
I - J 102 -18
J - K 82 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
T - S 55 -30
S - R 53 -29
R - Q 177 -113
Q - P 177 -113
Chords Tens. Comp.
P - O 177 -113
O - N 177 -113
N - M 55 -30
M - L 57 -31
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - T 275 -156
D - R 556 -406
R - U 80 -238
V - F 57 -245
Webs Tens. Comp.
F - W 117 -245
X - N 150 -245
N - H 547 -406
J - L 275 -156
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp.
C - S 56 -58
U - Q 237 -165
E - V 241 -160
P - F 100 -88
Gables Tens. Comp.
W - G 229 -160
O - X 214 -165
M - I 59 -62
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: > 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.056 B 283 360
VERT(CL): 0.058 J 275 240
HORZ(LL): 0.031 J - -
HORZ(TL): 0.033 J - -
Creep Factor: 2.0
Max TC CSI: 0.507
Max BC CSI: 0.441
Max Web CSI: 0.299
Wgt: 92.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
E01
Truss Type
GABL
Qty
1
Ply
1 3695
02/24/2021
1'0"8 6'11"1'0"8
4'6"4'6"
9'1'5"9 1'5"92'6"34'9"3A
B C
D
E
F
G
H
I J
K
LMNOPQRST
U
V W
X
6
12
2X4
1.5X4 3X4
4X8(R1)
3X4
2X4
2X4
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 9.00
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.
End verticals not exposed to wind pressure.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 454 /- /- /369 /187 /101
I 454 /- /- /266 /103 /-
Wind reactions based on MWFRS
J Brg Width = 3.5 Min Req = 1.5
I Brg Width = 3.5 Min Req = 1.5
Bearings J & I are a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 63 -31
C - D 184 -52
Chords Tens. Comp.
D - E 183 -44
E - F 60 -24
F - G 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
K - J 24 -17
J - I 75 -54
Chords Tens. Comp.
I - H 36 -17
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - K 157 -109
C - J 394 -234
J - D 55 -125
Webs Tens. Comp.
D - I 63 -125
I - E 367 -234
F - H 80 -66
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: > 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): -0.026 F 618 360
VERT(CL): 0.038 F 419 240
HORZ(LL): 0.013 F - -
HORZ(TL): 0.019 F - -
Creep Factor: 2.0
Max TC CSI: 0.340
Max BC CSI: 0.322
Max Web CSI: 0.158
Wgt: 67.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
E02
Truss Type
COMN
Qty
4
Ply
1 3696
02/24/2021
1'0"8 6'11"1'0"8
4'6"4'6"
9'1'5"9 1'5"92'6"34'9"3A
B
C
D
E
F
G
HIJK
6
12
1.5X3
1.5X3
1.5X3
3X4
4X4
3X4
1.5X3
1.5X3
1.5X3
**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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 9.00
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.
End verticals not exposed to wind pressure.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 454 /- /- /369 /187 /101
I 454 /- /- /266 /103 /-
Wind reactions based on MWFRS
J Brg Width = 3.5 Min Req = 1.5
I Brg Width = 3.5 Min Req = 1.5
Bearings J & I are a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 63 -31
C - D 184 -52
Chords Tens. Comp.
D - E 183 -44
E - F 60 -24
F - G 39 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
K - J 24 -17
J - I 75 -54
Chords Tens. Comp.
I - H 36 -17
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - K 157 -109
C - J 394 -234
J - D 55 -125
Webs Tens. Comp.
D - I 63 -125
I - E 367 -234
F - H 80 -66
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: > 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): -0.026 F 618 360
VERT(CL): 0.038 F 419 240
HORZ(LL): 0.013 F - -
HORZ(TL): 0.019 F - -
Creep Factor: 2.0
Max TC CSI: 0.340
Max BC CSI: 0.322
Max Web CSI: 0.158
Wgt: 67.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
E02
Truss Type
COMN
Qty
4
Ply
1 3696
02/24/2021
1'0"8 6'11"1'0"8
4'6"4'6"
9'1'5"9 1'5"92'6"34'9"3A
B
C
D
E
F
G
HIJK
6
12
1.5X3
1.5X3
1.5X3
3X4
4X4
3X4
1.5X3
1.5X3
1.5X3
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 97 0.00 8.08
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.
End verticals not exposed to wind pressure.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 304 /- /0 /233 /115 /53
G 317 /- /- /207 /94 /-
Wind reactions based on MWFRS
H Brg Width = 3.5 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings H & G are a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 68 -70
B - C 126 -49
Chords Tens. Comp.
C - D 129 -47
D - E 60 -68
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
I - H 77 -69
H - G 74 -57
Chords Tens. Comp.
G - F 9 -15
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - I 113 -132
B - H 297 -103
H - C 127 -126
Webs Tens. Comp.
C - G 126 -132
G - D 290 -132
E - F 95 -134
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): -0.011 F 959 360
VERT(CL): -0.015 F 999 240
HORZ(LL): -0.007 A - -
HORZ(TL): 0.011 A - -
Creep Factor: 2.0
Max TC CSI: 0.261
Max BC CSI: 0.311
Max Web CSI: 0.101
Wgt: 61.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
E03
Truss Type
COMN
Qty
2
Ply
1 3697
02/24/2021
6"15 6'11"7"
4'0"8 4'0"8
8'0"152'8"154'9"3A
B
C
D
E
FGHI
6
12
1.5X3
1.5X4
1.5X3
3X4
4X4
3X4
1.5X3
1.5X3
1.5X3
**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
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 97 0.00 8.08
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.
End verticals not exposed to wind pressure.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 304 /- /0 /233 /115 /53
G 317 /- /- /207 /94 /-
Wind reactions based on MWFRS
H Brg Width = 3.5 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings H & G are a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 68 -70
B - C 126 -49
Chords Tens. Comp.
C - D 129 -47
D - E 60 -68
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
I - H 77 -69
H - G 74 -57
Chords Tens. Comp.
G - F 9 -15
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - I 113 -132
B - H 297 -103
H - C 127 -126
Webs Tens. Comp.
C - G 126 -132
G - D 290 -132
E - F 95 -134
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): -0.011 F 959 360
VERT(CL): -0.015 F 999 240
HORZ(LL): -0.007 A - -
HORZ(TL): 0.011 A - -
Creep Factor: 2.0
Max TC CSI: 0.261
Max BC CSI: 0.311
Max Web CSI: 0.101
Wgt: 61.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
E03
Truss Type
COMN
Qty
2
Ply
1 3697
02/24/2021
6"15 6'11"7"
4'0"8 4'0"8
8'0"152'8"154'9"3A
B
C
D
E
FGHI
6
12
1.5X3
1.5X4
1.5X3
3X4
4X4
3X4
1.5X3
1.5X3
1.5X3
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
Plating Notes
All plates are 2X4(D8R) 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 32 0.00 2.67
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 106 /- /- /37 /10 /36
D 47 /- /- /18 /- /-
E 84 /- /- /54 /32 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
E Brg Width = 16.0 Min Req = 1.5
Bearings A, D, & D are a rigid surface.
Bearings A, D, & D require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 25 -77
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 9 -18
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - C 154 -74
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): NA
VERT(CL): NA
HORZ(LL): 0.000 C - -
HORZ(TL): 0.000 C - -
Creep Factor: 2.0
Max TC CSI: 0.147
Max BC CSI: 0.039
Max Web CSI: 0.072
Wgt: 9.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
GE01
Truss Type
EJAC
Qty
1
Ply
1 3698
02/24/2021
1'1'8"
SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.
7"2 2'0"14
2'4"8 3"8
2'8"
0"3 1'4"3A
B
C
D
E
6
12
1.5X3
1.5X4
**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
Plating Notes
All plates are 2X4(D8R) 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 32 0.00 2.67
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 106 /- /- /37 /10 /36
D 47 /- /- /18 /- /-
E 84 /- /- /54 /32 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
E Brg Width = 16.0 Min Req = 1.5
Bearings A, D, & D are a rigid surface.
Bearings A, D, & D require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 25 -77
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 9 -18
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - C 154 -74
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): NA
VERT(CL): NA
HORZ(LL): 0.000 C - -
HORZ(TL): 0.000 C - -
Creep Factor: 2.0
Max TC CSI: 0.147
Max BC CSI: 0.039
Max Web CSI: 0.072
Wgt: 9.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
GE01
Truss Type
EJAC
Qty
1
Ply
1 3698
02/24/2021
1'1'8"
SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.
7"2 2'0"14
2'4"8 3"8
2'8"
0"3 1'4"3A
B
C
D
E
6
12
1.5X3
1.5X4
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 M-30
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 plf at -1.98 to 61 plf at -0.10
TC: From 2 plf at -0.10 to 2 plf at 9.84
BC: From 2 plf at 0.00 to 2 plf at 9.84
TC: -25 lb Conc. Load at 1.46
TC: 129 lb Conc. Load at 4.29
TC: 255 lb Conc. Load at 7.12
BC: 10 lb Conc. Load at 1.46
BC: 86 lb Conc. Load at 4.29
BC: 155 lb Conc. Load at 7.12
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 116 0.15 9.84
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 321 /- /- /- /266 /-
E 331 /- /- /- /141 /-
D 68 /- /- /- /56 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 19 -13
B - C 410 -494
Chords Tens. Comp.
C - D 51 -66
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 487 -361
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 392 -529
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.021 F 999 360
VERT(CL): 0.053 F 999 240
HORZ(LL): 0.009 F - -
HORZ(TL): 0.022 F - -
Creep Factor: 2.0
Max TC CSI: 0.520
Max BC CSI: 0.619
Max Web CSI: 0.264
Wgt: 40.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
HJ7
Truss Type
HIP_
Qty
2
Ply
1 3716
02/24/2021
SEAT PLATE REQ.
9'10"11'11"13
4"3 3'9"144'5"7A
B
C
D
EF
4.24
12
2X4(A1)
1.5X3
4X4
1'5"8
10#
-25#
2'9"15
86#
129#
2'9"15
155#
255#
2'8"11
**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 M-30
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 plf at -1.98 to 61 plf at -0.10
TC: From 2 plf at -0.10 to 2 plf at 9.84
BC: From 2 plf at 0.00 to 2 plf at 9.84
TC: -25 lb Conc. Load at 1.46
TC: 129 lb Conc. Load at 4.29
TC: 255 lb Conc. Load at 7.12
BC: 10 lb Conc. Load at 1.46
BC: 86 lb Conc. Load at 4.29
BC: 155 lb Conc. Load at 7.12
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 116 0.15 9.84
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 321 /- /- /- /266 /-
E 331 /- /- /- /141 /-
D 68 /- /- /- /56 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 19 -13
B - C 410 -494
Chords Tens. Comp.
C - D 51 -66
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 487 -361
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 392 -529
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.021 F 999 360
VERT(CL): 0.053 F 999 240
HORZ(LL): 0.009 F - -
HORZ(TL): 0.022 F - -
Creep Factor: 2.0
Max TC CSI: 0.520
Max BC CSI: 0.619
Max Web CSI: 0.264
Wgt: 40.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
HJ7
Truss Type
HIP_
Qty
2
Ply
1 3716
02/24/2021
SEAT PLATE REQ.
9'10"11'11"13
4"3 3'9"144'5"7A
B
C
D
EF
4.24
12
2X4(A1)
1.5X3
4X4
1'5"8
10#
-25#
2'9"15
86#
129#
2'9"15
155#
255#
2'8"11
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 M-30
Bot chord 2x6 SP #2
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 61 plf at -1.98 to 61 plf at 1.46
TC: From 31 plf at 1.46 to 31 plf at 9.84
BC: From 7 plf at 0.00 to 7 plf at 9.84
TC: -25 lb Conc. Load at 1.46
TC: 129 lb Conc. Load at 4.29
TC: 101 lb Conc. Load at 5.87
TC: 127 lb Conc. Load at 7.12
TC: 146 lb Conc. Load at 7.99
BC: 10 lb Conc. Load at 1.46
BC: 86 lb Conc. Load at 4.29
BC: 62 lb Conc. Load at 5.87
BC: 77 lb Conc. Load at 7.12
BC: 88 lb Conc. Load at 7.99
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 99 0.15 9.84
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
G 640 /- /- /- /459 /-
E 471 /- /0 /- /174 /-
D 223 /- /- /- /179 /-
Wind reactions based on MWFRS
G Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 -26
B - C 816 -1065
Chords Tens. Comp.
C - D 120 -150
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 1044 -751
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 779 -1082
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.032 C 999 360
VERT(CL): 0.057 C 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.014 C - -
Creep Factor: 2.0
Max TC CSI: 0.554
Max BC CSI: 0.981
Max Web CSI: 0.680
Wgt: 49.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
HJ7A
Truss Type
HIP_
Qty
1
Ply
1 3717
02/24/2021
SEAT PLATE REQ.
9'10"11'11"13
4"3 3'9"144'5"7A
B
C
D
EFG
4.24
12
2X4(A1)
2X4
6X6
1'5"8
10#
-25#
2'9"15
86#
129#
1'7"
62#
101#
1'2"15
77#
127#
10"8
88#
146#
1'10"2
**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 M-30
Bot chord 2x6 SP #2
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 61 plf at -1.98 to 61 plf at 1.46
TC: From 31 plf at 1.46 to 31 plf at 9.84
BC: From 7 plf at 0.00 to 7 plf at 9.84
TC: -25 lb Conc. Load at 1.46
TC: 129 lb Conc. Load at 4.29
TC: 101 lb Conc. Load at 5.87
TC: 127 lb Conc. Load at 7.12
TC: 146 lb Conc. Load at 7.99
BC: 10 lb Conc. Load at 1.46
BC: 86 lb Conc. Load at 4.29
BC: 62 lb Conc. Load at 5.87
BC: 77 lb Conc. Load at 7.12
BC: 88 lb Conc. Load at 7.99
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 99 0.15 9.84
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
G 640 /- /- /- /459 /-
E 471 /- /0 /- /174 /-
D 223 /- /- /- /179 /-
Wind reactions based on MWFRS
G Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 -26
B - C 816 -1065
Chords Tens. Comp.
C - D 120 -150
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 1044 -751
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 779 -1082
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.032 C 999 360
VERT(CL): 0.057 C 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.014 C - -
Creep Factor: 2.0
Max TC CSI: 0.554
Max BC CSI: 0.981
Max Web CSI: 0.680
Wgt: 49.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
HJ7A
Truss Type
HIP_
Qty
1
Ply
1 3717
02/24/2021
SEAT PLATE REQ.
9'10"11'11"13
4"3 3'9"144'5"7A
B
C
D
EFG
4.24
12
2X4(A1)
2X4
6X6
1'5"8
10#
-25#
2'9"15
86#
129#
1'7"
62#
101#
1'2"15
77#
127#
10"8
88#
146#
1'10"2
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 M-30
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 plf at -1.98 to 61 plf at -0.10
TC: From 2 plf at -0.10 to 2 plf at 9.84
BC: From 2 plf at 0.00 to 2 plf at 9.84
TC: -25 lb Conc. Load at 1.46
TC: 140 lb Conc. Load at 4.29
TC: 260 lb Conc. Load at 7.12
BC: 10 lb Conc. Load at 1.46
BC: 86 lb Conc. Load at 4.29
BC: 153 lb Conc. Load at 7.12
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 116 0.15 9.84
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 321 /- /- /- /272 /-
E 337 /- /- /- /147 /-
D 69 /- /- /- /58 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 19 -13
B - C 429 -513
Chords Tens. Comp.
C - D 53 -67
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 505 -379
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 412 -548
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.021 F 999 360
VERT(CL): 0.053 F 999 240
HORZ(LL): 0.009 F - -
HORZ(TL): 0.022 F - -
Creep Factor: 2.0
Max TC CSI: 0.533
Max BC CSI: 0.618
Max Web CSI: 0.274
Wgt: 40.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
HJ7B
Truss Type
HIP_
Qty
1
Ply
1 3718
02/24/2021
SEAT PLATE REQ.
9'10"11'11"13
4"3 3'9"144'5"7A
B
C
D
EF
4.24
12
2X4(A1)
1.5X3
4X4
1'5"8
10#
-25#
2'9"15
86#
140#
2'9"15
153#
260#
2'8"11
**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 M-30
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 plf at -1.98 to 61 plf at -0.10
TC: From 2 plf at -0.10 to 2 plf at 9.84
BC: From 2 plf at 0.00 to 2 plf at 9.84
TC: -25 lb Conc. Load at 1.46
TC: 140 lb Conc. Load at 4.29
TC: 260 lb Conc. Load at 7.12
BC: 10 lb Conc. Load at 1.46
BC: 86 lb Conc. Load at 4.29
BC: 153 lb Conc. Load at 7.12
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 116 0.15 9.84
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 321 /- /- /- /272 /-
E 337 /- /- /- /147 /-
D 69 /- /- /- /58 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 19 -13
B - C 429 -513
Chords Tens. Comp.
C - D 53 -67
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 505 -379
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 412 -548
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.021 F 999 360
VERT(CL): 0.053 F 999 240
HORZ(LL): 0.009 F - -
HORZ(TL): 0.022 F - -
Creep Factor: 2.0
Max TC CSI: 0.533
Max BC CSI: 0.618
Max Web CSI: 0.274
Wgt: 40.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
HJ7B
Truss Type
HIP_
Qty
1
Ply
1 3718
02/24/2021
SEAT PLATE REQ.
9'10"11'11"13
4"3 3'9"144'5"7A
B
C
D
EF
4.24
12
2X4(A1)
1.5X3
4X4
1'5"8
10#
-25#
2'9"15
86#
140#
2'9"15
153#
260#
2'8"11
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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 M-30
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 plf at -1.98 to 61 plf at -0.10
TC: From 2 plf at -0.10 to 2 plf at 9.84
BC: From 2 plf at 0.00 to 2 plf at 9.84
TC: -25 lb Conc. Load at 1.46
TC: 129 lb Conc. Load at 4.29
TC: 255 lb Conc. Load at 7.12
BC: 10 lb Conc. Load at 1.46
BC: 86 lb Conc. Load at 4.29
BC: 155 lb Conc. Load at 7.12
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 116 0.15 9.84
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 321 /- /- /- /328 /-
E 331 /- /- /- /264 /-
D 68 /- /- /- /46 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 19 -13
B - C 462 -494
Chords Tens. Comp.
C - D 53 -66
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 487 -421
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 457 -529
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.037 F 999 360
VERT(CL): 0.053 F 999 240
HORZ(LL): -0.016 F - -
HORZ(TL): 0.022 F - -
Creep Factor: 2.0
Max TC CSI: 0.520
Max BC CSI: 0.999
Max Web CSI: 0.264
Wgt: 40.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
HJ7P
Truss Type
HIP_
Qty
1
Ply
1 3719
02/24/2021
SEAT PLATE REQ.
9'10"11'11"13
4"3 3'9"144'5"7A
B
C
D
EF
4.24
12
2X4(A1)
1.5X4
4X4
1'5"8
10#
-25#
2'9"15
86#
129#
2'9"15
155#
255#
2'8"11
**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 M-30
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 plf at -1.98 to 61 plf at -0.10
TC: From 2 plf at -0.10 to 2 plf at 9.84
BC: From 2 plf at 0.00 to 2 plf at 9.84
TC: -25 lb Conc. Load at 1.46
TC: 129 lb Conc. Load at 4.29
TC: 255 lb Conc. Load at 7.12
BC: 10 lb Conc. Load at 1.46
BC: 86 lb Conc. Load at 4.29
BC: 155 lb Conc. Load at 7.12
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 116 0.15 9.84
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 and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 321 /- /- /- /328 /-
E 331 /- /- /- /264 /-
D 68 /- /- /- /46 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 19 -13
B - C 462 -494
Chords Tens. Comp.
C - D 53 -66
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 487 -421
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 457 -529
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 7th Ed. 2020 Res.
TPI Std: 2014
Rep Factors Used: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.037 F 999 360
VERT(CL): 0.053 F 999 240
HORZ(LL): -0.016 F - -
HORZ(TL): 0.022 F - -
Creep Factor: 2.0
Max TC CSI: 0.520
Max BC CSI: 0.999
Max Web CSI: 0.264
Wgt: 40.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
HJ7P
Truss Type
HIP_
Qty
1
Ply
1 3719
02/24/2021
SEAT PLATE REQ.
9'10"11'11"13
4"3 3'9"144'5"7A
B
C
D
EF
4.24
12
2X4(A1)
1.5X4
4X4
1'5"8
10#
-25#
2'9"15
86#
129#
2'9"15
155#
255#
2'8"11
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 10 0.15 1.00
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 218 /- /- /196 /115 /57
D 5 /-14 /- /19 /17 /-
C - /-40 /- /44 /50 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 63 -33
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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): NA
VERT(CL): NA
HORZ(LL): -0.000 D - -
HORZ(TL): 0.000 D - -
Creep Factor: 2.0
Max TC CSI: 0.283
Max BC CSI: 0.040
Max Web CSI: 0.000
Wgt: 5.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J1
Truss Type
JACK
Qty
8
Ply
1 3699
02/24/2021
SEAT PLATE REQ.
1'1'5"9
4"3 10"31'5"15A
B
C
D
6
12
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
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 10 0.15 1.00
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 218 /- /- /196 /115 /57
D 5 /-14 /- /19 /17 /-
C - /-40 /- /44 /50 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 63 -33
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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): NA
VERT(CL): NA
HORZ(LL): -0.000 D - -
HORZ(TL): 0.000 D - -
Creep Factor: 2.0
Max TC CSI: 0.283
Max BC CSI: 0.040
Max Web CSI: 0.000
Wgt: 5.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J1
Truss Type
JACK
Qty
8
Ply
1 3699
02/24/2021
SEAT PLATE REQ.
1'1'5"9
4"3 10"31'5"15A
B
C
D
6
12
2X4(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 10 0.15 1.00
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.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 218 /- /- /206 /116 /57
D 5 /-14 /- /16 /9 /-
C - /-40 /- /41 /54 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 62 -33
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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): NA
VERT(CL): NA
HORZ(LL): -0.000 D - -
HORZ(TL): 0.000 D - -
Creep Factor: 2.0
Max TC CSI: 0.283
Max BC CSI: 0.038
Max Web CSI: 0.000
Wgt: 5.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J1P
Truss Type
JACK
Qty
2
Ply
1 3700
02/24/2021
SEAT PLATE REQ.
1'1'5"9
4"3 10"31'5"15A
B
C
D
6
12
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
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 10 0.15 1.00
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.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 218 /- /- /206 /116 /57
D 5 /-14 /- /16 /9 /-
C - /-40 /- /41 /54 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 62 -33
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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): NA
VERT(CL): NA
HORZ(LL): -0.000 D - -
HORZ(TL): 0.000 D - -
Creep Factor: 2.0
Max TC CSI: 0.283
Max BC CSI: 0.038
Max Web CSI: 0.000
Wgt: 5.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J1P
Truss Type
JACK
Qty
2
Ply
1 3700
02/24/2021
SEAT PLATE REQ.
1'1'5"9
4"3 10"31'5"15A
B
C
D
6
12
2X4(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 34 0.15 3.00
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 233 /- /- /179 /93 /109
D 43 /- /- /20 /- /-
C 64 /- /- /34 /56 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 29 -75
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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): NA
VERT(CL): NA
HORZ(LL): 0.001 D - -
HORZ(TL): 0.001 D - -
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.057
Max Web CSI: 0.000
Wgt: 11.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J3
Truss Type
JACK
Qty
7
Ply
1 3701
02/24/2021
SEAT PLATE REQ.
3'1'5"9
4"3 1'10"32'5"15A
B
C
D
6
12
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
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 34 0.15 3.00
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 233 /- /- /179 /93 /109
D 43 /- /- /20 /- /-
C 64 /- /- /34 /56 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 29 -75
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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): NA
VERT(CL): NA
HORZ(LL): 0.001 D - -
HORZ(TL): 0.001 D - -
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.057
Max Web CSI: 0.000
Wgt: 11.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J3
Truss Type
JACK
Qty
7
Ply
1 3701
02/24/2021
SEAT PLATE REQ.
3'1'5"9
4"3 1'10"32'5"15A
B
C
D
6
12
2X4(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 30 0.19 2.65
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 105 /- /- /61 /20 /67
C 43 /- /- /20 /- /-
B 76 /- /- /46 /67 /-
Wind reactions based on MWFRS
A Brg Width = 3.8 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 34 -103
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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): NA
VERT(CL): NA
HORZ(LL): -0.001 B - -
HORZ(TL): 0.001 C - -
Creep Factor: 2.0
Max TC CSI: 0.211
Max BC CSI: 0.064
Max Web CSI: 0.000
Wgt: 9.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J3A
Truss Type
JACK
Qty
1
Ply
1 3702
02/24/2021
SEAT PLATE REQ.
2'7"12
6"5 1'10"3A
B
C
6
12
3X4(B1)
**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
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 30 0.19 2.65
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 105 /- /- /61 /20 /67
C 43 /- /- /20 /- /-
B 76 /- /- /46 /67 /-
Wind reactions based on MWFRS
A Brg Width = 3.8 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 34 -103
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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): NA
VERT(CL): NA
HORZ(LL): -0.001 B - -
HORZ(TL): 0.001 C - -
Creep Factor: 2.0
Max TC CSI: 0.211
Max BC CSI: 0.064
Max Web CSI: 0.000
Wgt: 9.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J3A
Truss Type
JACK
Qty
1
Ply
1 3702
02/24/2021
SEAT PLATE REQ.
2'7"12
6"5 1'10"3A
B
C
6
12
3X4(B1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 34 0.15 3.00
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.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 233 /- /- /215 /98 /109
D 43 /- /- /58 /30 /-
C 64 /- /- /37 /55 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 29 -82
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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): NA
VERT(CL): NA
HORZ(LL): 0.000 D - -
HORZ(TL): 0.001 D - -
Creep Factor: 2.0
Max TC CSI: 0.287
Max BC CSI: 0.057
Max Web CSI: 0.000
Wgt: 11.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J3P
Truss Type
JACK
Qty
2
Ply
1 3703
02/24/2021
SEAT PLATE REQ.
3'1'5"9
4"3 1'10"32'5"15A
B
C
D
6
12
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
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 34 0.15 3.00
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.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 233 /- /- /215 /98 /109
D 43 /- /- /58 /30 /-
C 64 /- /- /37 /55 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 29 -82
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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): NA
VERT(CL): NA
HORZ(LL): 0.000 D - -
HORZ(TL): 0.001 D - -
Creep Factor: 2.0
Max TC CSI: 0.287
Max BC CSI: 0.057
Max Web CSI: 0.000
Wgt: 11.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J3P
Truss Type
JACK
Qty
2
Ply
1 3703
02/24/2021
SEAT PLATE REQ.
3'1'5"9
4"3 1'10"32'5"15A
B
C
D
6
12
2X4(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 5.00
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 299 /- /- /213 /106 /161
D 77 /- /- /36 /- /-
C 127 /- /- /75 /107 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 57 -118
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.004 D - -
HORZ(TL): 0.008 D - -
Creep Factor: 2.0
Max TC CSI: 0.387
Max BC CSI: 0.206
Max Web CSI: 0.000
Wgt: 18.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J5
Truss Type
JACK
Qty
6
Ply
1 3704
02/24/2021
SEAT PLATE REQ.
5'1'5"9
4"3 2'10"33'5"15A
B
C
D
6
12
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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 5.00
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 299 /- /- /213 /106 /161
D 77 /- /- /36 /- /-
C 127 /- /- /75 /107 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 57 -118
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.004 D - -
HORZ(TL): 0.008 D - -
Creep Factor: 2.0
Max TC CSI: 0.387
Max BC CSI: 0.206
Max Web CSI: 0.000
Wgt: 18.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J5
Truss Type
JACK
Qty
6
Ply
1 3704
02/24/2021
SEAT PLATE REQ.
5'1'5"9
4"3 2'10"33'5"15A
B
C
D
6
12
2X4(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 48 0.15 4.12
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 269 /- /- /197 /99 /138
D 62 /- /- /29 /- /-
C 101 /- /- /58 /85 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 45 -97
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.002 D - -
HORZ(TL): 0.004 D - -
Creep Factor: 2.0
Max TC CSI: 0.250
Max BC CSI: 0.129
Max Web CSI: 0.000
Wgt: 16.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J5A
Truss Type
JACK
Qty
1
Ply
1 3705
02/24/2021
SEAT PLATE REQ.
4'1"71'5"9
4"3 2'4"143'0"10A
B
C
D
6
12
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
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 48 0.15 4.12
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 269 /- /- /197 /99 /138
D 62 /- /- /29 /- /-
C 101 /- /- /58 /85 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 45 -97
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.002 D - -
HORZ(TL): 0.004 D - -
Creep Factor: 2.0
Max TC CSI: 0.250
Max BC CSI: 0.129
Max Web CSI: 0.000
Wgt: 16.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J5A
Truss Type
JACK
Qty
1
Ply
1 3705
02/24/2021
SEAT PLATE REQ.
4'1"71'5"9
4"3 2'4"143'0"10A
B
C
D
6
12
2X4(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 54 0.19 4.65
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 181 /- /- /106 /40 /119
C 76 /- /- /37 /- /-
B 133 /- /- /81 /114 /-
Wind reactions based on MWFRS
A Brg Width = 3.8 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 59 -124
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): -0.005 B - -
HORZ(TL): 0.007 C - -
Creep Factor: 2.0
Max TC CSI: 0.431
Max BC CSI: 0.198
Max Web CSI: 0.000
Wgt: 15.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J5B
Truss Type
JACK
Qty
1
Ply
1 3706
02/24/2021
SEAT PLATE REQ.
4'7"12
6"5 2'10"3A
B
C
6
12
3X4(B1)
**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
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 54 0.19 4.65
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 181 /- /- /106 /40 /119
C 76 /- /- /37 /- /-
B 133 /- /- /81 /114 /-
Wind reactions based on MWFRS
A Brg Width = 3.8 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 59 -124
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): -0.005 B - -
HORZ(TL): 0.007 C - -
Creep Factor: 2.0
Max TC CSI: 0.431
Max BC CSI: 0.198
Max Web CSI: 0.000
Wgt: 15.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J5B
Truss Type
JACK
Qty
1
Ply
1 3706
02/24/2021
SEAT PLATE REQ.
4'7"12
6"5 2'10"3A
B
C
6
12
3X4(B1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 5.00
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.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 299 /- /- /276 /114 /161
D 77 /- /- /110 /58 /-
C 127 /- /- /81 /105 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 57 -129
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.004 D - -
HORZ(TL): 0.008 D - -
Creep Factor: 2.0
Max TC CSI: 0.379
Max BC CSI: 0.228
Max Web CSI: 0.000
Wgt: 18.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J5P
Truss Type
JACK
Qty
2
Ply
1 3707
02/24/2021
SEAT PLATE REQ.
5'1'5"9
4"3 2'10"33'5"15A
B
C
D
6
12
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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 5.00
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.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 299 /- /- /276 /114 /161
D 77 /- /- /110 /58 /-
C 127 /- /- /81 /105 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 57 -129
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.004 D - -
HORZ(TL): 0.008 D - -
Creep Factor: 2.0
Max TC CSI: 0.379
Max BC CSI: 0.228
Max Web CSI: 0.000
Wgt: 18.2 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J5P
Truss Type
JACK
Qty
2
Ply
1 3707
02/24/2021
SEAT PLATE REQ.
5'1'5"9
4"3 2'10"33'5"15A
B
C
D
6
12
2X4(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 66 0.15 5.62
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 321 /- /- /226 /111 /177
D 88 /- /- /41 /- /-
C 146 /- /- /87 /122 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 65 -131
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.007 D - -
HORZ(TL): 0.012 D - -
Creep Factor: 2.0
Max TC CSI: 0.485
Max BC CSI: 0.271
Max Web CSI: 0.000
Wgt: 19.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J6
Truss Type
JACK
Qty
1
Ply
1 3708
02/24/2021
SEAT PLATE REQ.
5'7"71'5"9
4"3 3'1"143'9"10A
B
C
D
6
12
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
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 66 0.15 5.62
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 321 /- /- /226 /111 /177
D 88 /- /- /41 /- /-
C 146 /- /- /87 /122 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 65 -131
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.007 D - -
HORZ(TL): 0.012 D - -
Creep Factor: 2.0
Max TC CSI: 0.485
Max BC CSI: 0.271
Max Web CSI: 0.000
Wgt: 19.6 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J6
Truss Type
JACK
Qty
1
Ply
1 3708
02/24/2021
SEAT PLATE REQ.
5'7"71'5"9
4"3 3'1"143'9"10A
B
C
D
6
12
2X4(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 0.15 7.00
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 371 /- /- /254 /122 /213
D 111 /- /- /54 /- /-
C 186 /- /- /112 /155 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 83 -152
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.014 D - -
HORZ(TL): 0.027 D - -
Creep Factor: 2.0
Max TC CSI: 0.704
Max BC CSI: 0.449
Max Web CSI: 0.000
Wgt: 23.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J7
Truss Type
EJAC
Qty
9
Ply
1 3709
02/24/2021
SEAT PLATE REQ.
7'1'5"9
4"3 3'10"34'5"15A
B
C
D
6
12
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
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 0.15 7.00
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 371 /- /- /254 /122 /213
D 111 /- /- /54 /- /-
C 186 /- /- /112 /155 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 83 -152
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.014 D - -
HORZ(TL): 0.027 D - -
Creep Factor: 2.0
Max TC CSI: 0.704
Max BC CSI: 0.449
Max Web CSI: 0.000
Wgt: 23.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J7
Truss Type
EJAC
Qty
9
Ply
1 3709
02/24/2021
SEAT PLATE REQ.
7'1'5"9
4"3 3'10"34'5"15A
B
C
D
6
12
2X4(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 30 0.15 2.63
BC 66 1.52 7.00
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 371 /- /- /254 /122 /213
E 107 /- /- /54 /1 /-
D 184 /- /- /112 /150 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 0 -213
Chords Tens. Comp.
C - D 82 -144
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 98 -130
C - G 128 -89
Chords Tens. Comp.
G - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
G - F 51 -27
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.120 F 684 360
VERT(CL): 0.222 F 370 240
HORZ(LL): 0.050 G - -
HORZ(TL): 0.092 G - -
Creep Factor: 2.0
Max TC CSI: 0.669
Max BC CSI: 0.418
Max Web CSI: 0.206
Wgt: 28.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J7C
Truss Type
EJAC
Qty
6
Ply
1 3710
02/24/2021
SEAT PLATE REQ.
2'7"10 4'4"61'5"9
7'
4"3 8"3'2"33'10"34'5"15HB 4'4"6
A
B
C
D
E
FG
6
12
2X4(A1)
1.5X4
**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
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 30 0.15 2.63
BC 66 1.52 7.00
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.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 371 /- /- /254 /122 /213
E 107 /- /- /54 /1 /-
D 184 /- /- /112 /150 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
B - C 0 -213
Chords Tens. Comp.
C - D 82 -144
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - F 98 -130
C - G 128 -89
Chords Tens. Comp.
G - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
G - F 51 -27
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.120 F 684 360
VERT(CL): 0.222 F 370 240
HORZ(LL): 0.050 G - -
HORZ(TL): 0.092 G - -
Creep Factor: 2.0
Max TC CSI: 0.669
Max BC CSI: 0.418
Max Web CSI: 0.206
Wgt: 28.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J7C
Truss Type
EJAC
Qty
6
Ply
1 3710
02/24/2021
SEAT PLATE REQ.
2'7"10 4'4"61'5"9
7'
4"3 8"3'2"33'10"34'5"15HB 4'4"6
A
B
C
D
E
FG
6
12
2X4(A1)
1.5X4
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 0.15 7.00
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.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 371 /- /- /343 /135 /213
D 111 /- /- /161 /86 /-
C 186 /- /- /121 /152 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 83 -168
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.014 D - -
HORZ(TL): 0.027 D - -
Creep Factor: 2.0
Max TC CSI: 0.710
Max BC CSI: 0.527
Max Web CSI: 0.000
Wgt: 23.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J7P
Truss Type
EJAC
Qty
5
Ply
1 3711
02/24/2021
SEAT PLATE REQ.
7'1'5"9
4"3 3'10"34'5"15A
B
C
D
6
12
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
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 0.15 7.00
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.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 371 /- /- /343 /135 /213
D 111 /- /- /161 /86 /-
C 186 /- /- /121 /152 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 39 0
Chords Tens. Comp.
B - C 83 -168
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 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 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): NA
VERT(CL): NA
HORZ(LL): 0.014 D - -
HORZ(TL): 0.027 D - -
Creep Factor: 2.0
Max TC CSI: 0.710
Max BC CSI: 0.527
Max Web CSI: 0.000
Wgt: 23.8 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
J7P
Truss Type
EJAC
Qty
5
Ply
1 3711
02/24/2021
SEAT PLATE REQ.
7'1'5"9
4"3 3'10"34'5"15A
B
C
D
6
12
2X4(A1)
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 3.88 5.88
BC 71 0.00 5.88
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
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 76 /- /- /40 /16 /10
Wind reactions based on MWFRS
E Brg Width = 70.6 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 58 -109
Chords Tens. Comp.
B - C 80 -47
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - D 99 -2
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - D 306 -149
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.070 B 987 360
VERT(CL): 0.133 B 519 240
HORZ(LL): 0.027 B - -
HORZ(TL): 0.052 B - -
Creep Factor: 2.0
Max TC CSI: 0.524
Max BC CSI: 0.396
Max Web CSI: 0.345
Wgt: 21.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
VM01
Truss Type
VAL
Qty
1
Ply
1 3712
02/24/2021
5'10"9
6"15 3'3"9 2'0"1
5'7"1 3"8
0"4 1'11"8A
B C
DE
6
12
2X4(D8R)
5X6 3X4
3X6
**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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 3.88 5.88
BC 71 0.00 5.88
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
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 76 /- /- /40 /16 /10
Wind reactions based on MWFRS
E Brg Width = 70.6 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 58 -109
Chords Tens. Comp.
B - C 80 -47
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - D 99 -2
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - D 306 -149
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.070 B 987 360
VERT(CL): 0.133 B 519 240
HORZ(LL): 0.027 B - -
HORZ(TL): 0.052 B - -
Creep Factor: 2.0
Max TC CSI: 0.524
Max BC CSI: 0.396
Max Web CSI: 0.345
Wgt: 21.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
VM01
Truss Type
VAL
Qty
1
Ply
1 3712
02/24/2021
5'10"9
6"15 3'3"9 2'0"1
5'7"1 3"8
0"4 1'11"8A
B C
DE
6
12
2X4(D8R)
5X6 3X4
3X6
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 7.88
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 76 /- /- /46 /15 /17
Wind reactions based on MWFRS
F Brg Width = 94.6 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 71 -202
Chords Tens. Comp.
B - C 0 -48
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 259 -40
Chords Tens. Comp.
E - D 268 -44
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 385 -285
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): -0.032 C 999 360
VERT(CL): -0.062 C 999 240
HORZ(LL): -0.023 C - -
HORZ(TL): 0.043 C - -
Creep Factor: 2.0
Max TC CSI: 0.365
Max BC CSI: 0.290
Max Web CSI: 0.169
Wgt: 29.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
VM02
Truss Type
VAL
Qty
1
Ply
1 3713
02/24/2021
7'10"9
6"15 7'3"10
5'10"4 3"8 1'8"13
0"4 3'11"9A
B
C
D
E
F
6
12
2X4(D8R)
1.5X3
1.5X3
**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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 7.88
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 76 /- /- /46 /15 /17
Wind reactions based on MWFRS
F Brg Width = 94.6 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 71 -202
Chords Tens. Comp.
B - C 0 -48
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 259 -40
Chords Tens. Comp.
E - D 268 -44
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 385 -285
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): -0.032 C 999 360
VERT(CL): -0.062 C 999 240
HORZ(LL): -0.023 C - -
HORZ(TL): 0.043 C - -
Creep Factor: 2.0
Max TC CSI: 0.365
Max BC CSI: 0.290
Max Web CSI: 0.169
Wgt: 29.4 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
VM02
Truss Type
VAL
Qty
1
Ply
1 3713
02/24/2021
7'10"9
6"15 7'3"10
5'10"4 3"8 1'8"13
0"4 3'11"9A
B
C
D
E
F
6
12
2X4(D8R)
1.5X3
1.5X3
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 9.88
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 76 /- /- /46 /16 /17
Wind reactions based on MWFRS
F Brg Width = 118 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 76 -260
Chords Tens. Comp.
B - C 36 -78
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 308 -52
Chords Tens. Comp.
E - D 318 -56
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 399 -353
Webs Tens. Comp.
C - D 130 -80
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.025 E 999 360
VERT(CL): 0.048 E 999 240
HORZ(LL): 0.007 E - -
HORZ(TL): 0.013 E - -
Creep Factor: 2.0
Max TC CSI: 0.409
Max BC CSI: 0.261
Max Web CSI: 0.119
Wgt: 42.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
VM03
Truss Type
VAL
Qty
1
Ply
1 3714
02/24/2021
9'10"9
6"15 9'3"10
5'10"4 4'0"5
0"4 4'11"9A
B
C
D
E
F
6
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
1.5X4
**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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 9.88
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 76 /- /- /46 /16 /17
Wind reactions based on MWFRS
F Brg Width = 118 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 76 -260
Chords Tens. Comp.
B - C 36 -78
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 308 -52
Chords Tens. Comp.
E - D 318 -56
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 399 -353
Webs Tens. Comp.
C - D 130 -80
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.025 E 999 360
VERT(CL): 0.048 E 999 240
HORZ(LL): 0.007 E - -
HORZ(TL): 0.013 E - -
Creep Factor: 2.0
Max TC CSI: 0.409
Max BC CSI: 0.261
Max Web CSI: 0.119
Wgt: 42.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
VM03
Truss Type
VAL
Qty
1
Ply
1 3714
02/24/2021
9'10"9
6"15 9'3"10
5'10"4 4'0"5
0"4 4'11"9A
B
C
D
E
F
6
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
1.5X4
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
**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
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 11.88
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 76 /- /- /47 /16 /17
Wind reactions based on MWFRS
F Brg Width = 142 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 89 -324
Chords Tens. Comp.
B - C 64 -112
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 352 -63
Chords Tens. Comp.
E - D 363 -68
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 462 -430
Webs Tens. Comp.
C - D 183 -144
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.020 E 999 360
VERT(CL): 0.039 E 999 240
HORZ(LL): 0.005 E - -
HORZ(TL): 0.010 E - -
Creep Factor: 2.0
Max TC CSI: 0.614
Max BC CSI: 0.349
Max Web CSI: 0.137
Wgt: 49.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
VM04
Truss Type
VAL
Qty
1
Ply
1 3715
02/24/2021
11'10"9
6"15 11'3"10
5'10"4 6'0"5
0"4 5'11"9A
B
C
D
E
F
6
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
3X6
**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
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 11.88
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 76 /- /- /47 /16 /17
Wind reactions based on MWFRS
F Brg Width = 142 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 89 -324
Chords Tens. Comp.
B - C 64 -112
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 352 -63
Chords Tens. Comp.
E - D 363 -68
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 462 -430
Webs Tens. Comp.
C - D 183 -144
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
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: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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): 0.020 E 999 360
VERT(CL): 0.039 E 999 240
HORZ(LL): 0.005 E - -
HORZ(TL): 0.010 E - -
Creep Factor: 2.0
Max TC CSI: 0.614
Max BC CSI: 0.349
Max Web CSI: 0.137
Wgt: 49.0 lbs
VIEW Ver: 20.02.01A.1209.11
Job
CRMSCM1560B1L
Truss
VM04
Truss Type
VAL
Qty
1
Ply
1 3715
02/24/2021
11'10"9
6"15 11'3"10
5'10"4 6'0"5
0"4 5'11"9A
B
C
D
E
F
6
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
3X6
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION
CORNERSET GENERAL SPECIFICATIONS
Attach King Jack w/ (3) 16d Toe
Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
Attach Corner Jack's
w/ (2) 16d Toe Nails
@ TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ) 7'-0" MAX ST-CRNRST
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
STDTL01
BC
JUNE 20, 2019
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
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
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
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.
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
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.
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
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
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
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
**
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
STDTL09FEBRUARY 17, 2017
T-BRACE / I-BRACE DETAIL
WITH 2X BRACE ONLY
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
STDTL10FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
45.00°45.00°45.00°
STDTL11FEBRUARY 17, 2017 LATERAL TOE-NAIL DETAIL
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
L
STDTL12FEBRUARY 17, 2017 UPLIFT TOE-NAIL DETAIL
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
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
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
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
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
STDTL15FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND
DAMAGED OR MISSING CHORD SPLICE PLATES
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946
STDTL16FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS
(L)
24" MAX
(2.0 x L)
24" MIN
Rama Pranav Kristam, P.E.
# 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946